napier city council code of practice for … · demonstrate compliance with chapter 66 of the...

NAPIER CITY COUNCIL

CODE OF PRACTICE FOR

SUBDIVISION & LAND

DEVELOPMENT

PARTS D to M

DESIGN AND CONSTRUCTION

-A MEANS OF COMPLIANCE

July 2015

View over Napier – photograph courtesy of Peter Scott

Napier City Council JULY 2015 i

CONTENTS

D. CODE OVERVIEW ................................................................................................................. D-1

D.1. GENERAL OVERVIEW ................................................................................................................................ D-1

D.2. DESIGN CRITERIA AND CONSTRUCTION STANDARDS OVERVIEW ............................... D-1

E. EARTHWORKS ........................................................................................................................ E-3

E1. EARTHWORKS: DESIGN ............................................................................................................................ E-3

E1.1. INTRODUCTION ................................................................................................................ E-3

E1.2. RELEVANT STANDARDS AND GUIDELINES ...................................................................... E-3

E1.3. GEOTECHNICAL SITE INVESTIGATIONS ........................................................................... E-3

E1.4. STORMWATER CONTROL ................................................................................................. E-4

E1.5. SUBSOIL DRAINAGE .......................................................................................................... E-5

E1.6. MASS EARTHFILLS ............................................................................................................ E-5

E1.7. FILL DENSITIES .................................................................................................................. E-6

E1.8. FILL BATTERS .................................................................................................................... E-6

E1.9. CUT BATTERS ................................................................................................................... E-6

E1.10. BLENDING OF BATTERS .................................................................................................... E-6

E1.11. BATTER SURFACE PROTECTION ...................................................................................... E-6

E1.12. RELATIVE HEIGHT OF ROADS AND LOTS ........................................................................ E-6

E1.13. SMALL SCALE EARTHWORKS ........................................................................................... E-7

E2. EARTHWORKS: CONSTRUCTION ........................................................................................................ E-8

E2.1. EARTHWORKS – GENERAL ................................................................................................ E-8

E2.2. RELEVANT STANDARDS AND GUIDELINES ...................................................................... E-8

E2.3. APPLICATION OF SPECIFICATIONS .................................................................................. E-9

E2.4. UNEXPECTED CONDITIONS .............................................................................................. E-9

E2.5. GEOTECHNICAL MONITORING OF EARTHWORKS .......................................................... E-9

E2.6. STORMWATER DRAINAGE AND SILT CONTROL .............................................................. E-9

E2.7. DUST CONTROL ............................................................................................................. E-10

E2.8. EXCAVATION .................................................................................................................. E-11

E2.9. CONSTRUCTION OF FILLS .............................................................................................. E-11

E2.10. COMPLETION OF EARTHWORKS .................................................................................... E-12

E2.11. EARTHWORKS CONSTRUCTION REPORT....................................................................... E-13

E2.12. AS BUILTS AND COMPLETION DOCUMENTATION ........................................................ E-13

F. ROADING ............................................................................................................................... F-15

F1. ROADING DESIGN .................................................................................................................................... F-15

F1.1. INTRODUCTION .............................................................................................................. F-15

Napier City Council JULY 2015 ii

F1.2. RELEVANT STANDARDS AND GUIDELINES .................................................................... F-15

F1.3. ROAD SAFETY AUDIT ..................................................................................................... F-16

F1.4. CLASSIFICATION OF URBAN ROADS.............................................................................. F-16

F1.5. CLASSIFICATION OF RURAL ROADS .............................................................................. F-18

F1.6. ROAD STANDARDS ......................................................................................................... F-19

F1.7. PAVEMENT STRUCTURAL DESIGN ................................................................................. F-34

F1.8. SURFACING DESIGN ....................................................................................................... F-36

F1.9. TRAFFIC SERVICES DESIGN ............................................................................................ F-36

F1.10. ROAD LIGHTING DESIGN................................................................................................ F-36

F1.11. MATERIALS ..................................................................................................................... F-38

F1.12. NON-PUBLIC ACCESSWAYS FOR OTHER THAN FRONT LOTS (Urban & Rural) ............ F-39

F1.13. CAR PARKING ................................................................................................................. F-43

F2. ROADING – CONSTRUCTION ............................................................................................................ F-44

F2.1. GENERAL ......................................................................................................................... F-44

F2.2. RELEVANT STANDARDS AND GUIDELINES .................................................................... F-44

F2.3. SUBGRADE CHECKING .................................................................................................... F-45

F2.4. SUBBASE .......................................................................................................................... F-45

F2.5. BASECOURSE ................................................................................................................... F-45

F2.6. PAVEMENT DEFLECTIONS .............................................................................................. F-45

F2.7. ROAD SURFACING .......................................................................................................... F-45

F2.8. FOOTPATHS .................................................................................................................... F-46

F2.9. KERB AND CHANNEL AND DISH CHANNELS ................................................................. F-46

F2.10. VEHICLE CROSSINGS ...................................................................................................... F-47

F2.11. BERMS AND TREES.......................................................................................................... F-47

F2.12. TRAFFIC SERVICES, ROAD FURNITURE, BENCHMARKS ................................................. F-48

F2.13. ROAD LIGHTING ............................................................................................................. F-50

F2.14. INSPECTION AND TESTING ............................................................................................ F-50

F2.15. AS BUILTS AND COMPLETION DOCUMENTATION ........................................................ F-50

G. WATER SUPPLY ................................................................................................................... G-51

G1. WATER SUPPLY – DESIGN .................................................................................................................... G-51

G1.1. INTRODUCTION ............................................................................................................. G-51

G1.2 RELEVANT STANDARDS AND GUIDELINES ................................................................... G-51

G1.3 APPROVALS .................................................................................................................... G-51

G1.4 GENERAL REQUIREMENTS ............................................................................................. G-51

G1.5 DESIGN STANDARDS ..................................................................................................... G-52

G1.6 DESIGN PRESSURES ........................................................................................................ G-52

G1.7. WATER DEMAND AND FIRE FLOWS .............................................................................. G-54

Napier City Council JULY 2015 iii

G1.8. MAIN SIZING .................................................................................................................. G-54

G1.9. STANDARD PIPE SIZES ................................................................................................... G-54

G1.10. RETICULATION LAYOUT ................................................................................................ G-55

G1.11. PIPE SUPPORT AND ANTI-SCOUR BLOCKS ................................................................... G-57

G1.12. THRUST BLOCKS ............................................................................................................ G-57

G1.13. FIRE HYDRANT LOCATION ............................................................................................ G-57

G1.14. VALVE LOCATION .......................................................................................................... G-58

G1.15. SERVICE CONNECTIONS (includes connections for Fire Sprinkler Systems) ............. G-58

G1.16. STORAGE ....................................................................................................................... G-61

G1.17. SUPPLY PUMPS ............................................................................................................... G-62

G1.18. COVER OVER MAINS AND SERVICE PIPES ..................................................................... G-62

G1.19. MATERIALS .................................................................................................................... G-63

G1.20. WATER SUPPLY – NON RETICULATED AREA................................................................. G-70

G2. WATER SUPPLY – CONSTRUCTION ................................................................................................ G-72

G2.1. GENERAL ........................................................................................................................ G-72

G2.2. SETTING OUT ................................................................................................................. G-72

G2.3. INSPECTIONS BY THE COUNCIL’S REPRESENTATIVE ................................................... G-72

G2.4. TRENCHING ................................................................................................................... G-72

G2.5. CONTROL OF WATER .................................................................................................... G-73

G2.6. MATERIAL CONDITION ................................................................................................. G-73

G2.7. RETENTION OF WATER SUPPLY FLOWS ........................................................................ G-73

G2.8. PIPE LAYING, JOINTING AND BACKFILLING .................................................................. G-73

G2.9. SERVICE CONNECTIONS ................................................................................................ G-74

G2.10. TESTING ......................................................................................................................... G-74

G2.11. SURFACE BOXES ............................................................................................................ G-76

G2.12. DISINFECTION, DECHLORINATION AND DISPOSAL ..................................................... G-76

G2.13. CONNECTIONS TO CITY SUPPLY .................................................................................. G-77

G2.14. AS BUILTS AND COMPLETION DOCUMENTATION ....................................................... G-77

H. WASTEWATER ..................................................................................................................... H-79

H1. WASTEWATER – DESIGN ..................................................................................................................... H-79

H1.1. INTRODUCTION ............................................................................................................. H-79

H1.2. RELEVANT STANDARDS AND GUIDELINES ................................................................... H-79

H1.3. APPROVALS .................................................................................................................... H-79

H1.4. DESIGN AND FLOW REQUIREMENTS ............................................................................. H-80

H1.5. STRUCTURAL DESIGN .................................................................................................... H-80

H1.6. PIPE SUITABILITY AND PROTECTION ............................................................................ H-81

H1.7. SEWAGE PUMPING STATIONS AND PRESSURE MAINS .................................................. H-81

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H1.8. LOCATION OF WASTEWATER MAINS ............................................................................ H-87

H1.9. CONNECTIONS .............................................................................................................. H-88

H1.10. ACCESS CHAMBERS ....................................................................................................... H-89

H1.11. DESIGN PARAMETERS .................................................................................................... H-90

H1.12. PIPE DESIGN ................................................................................................................... H-90

H1.13. MATERIALS .................................................................................................................... H-91

H1.14. INFILTRATION CONTROL .............................................................................................. H-94

H1.15. ON LOT TREATMENT AND DISPOSAL OF HOUSEHOLD WASTES ................................ H-94

H1.16. WASHDOWN FACILITIES ................................................................................................ H-96

H2. WASTEWATER – CONSTRUCTION .................................................................................................. H-97

H2.1. GENERAL ........................................................................................................................ H-97

H2.2. SETTING OUT ................................................................................................................. H-97

H2.3. TRENCHING ................................................................................................................... H-97

H2.4. CONTROL OF WATER .................................................................................................... H-98

H2.5. CONTROL OF WASTEWATER FLOWS ............................................................................. H-98

H2.6. PIPE CONDITION ............................................................................................................ H-98

H2.7. PIPE LAYING AND JOINTING.......................................................................................... H-98

H2.8. JOINTING PIPES .............................................................................................................. H-99

H2.9. PIPE CONTAMINATION .................................................................................................. H-99

H2.10. CONNECTIONS .............................................................................................................. H-99

H2.11. ACCESS CHAMBER CONSTRUCTION ............................................................................. H-99

H2.12. INLET AND OUTLET STRUCTURES .............................................................................. H-100

H2.13. COUNCIL INSPECTIONS ............................................................................................... H-100

H2.14. TRENCH BACKFILLING AND SURFACE REINSTATEMENT ........................................... H-100

H2.15. INSPECTION AND TESTING OF WASTEWATER MAINS ............................................... H-100

H2.16. TESTING OF ACCESS CHAMBERS ................................................................................ H-101

H2.17. AS BUILTS AND COMPLETION DOCUMENTATION ..................................................... H-101

I. STORMWATER ................................................................................................................... I-103

I1. STORMWATER – DESIGN ..................................................................................................................... I-103

I1.1. DESIGN PHILOSOPHY ................................................................................................... I-103

I1.2. RELEVANT STANDARDS AND GUIDELINES .................................................................. I-104

I1.3. APPROVALS ................................................................................................................... I-105

I1.4. MINIMUM PROTECTION CRITERIA ............................................................................... I-105

I1.5. STORMWATER QUALITY ............................................................................................... I-106

I1.6. FLOOD ATTENUATION ................................................................................................. I-107

I1.7. CATCHMENTS ............................................................................................................... I-107

I1.8. OPEN DRAINS, NATURAL WATERCOURSES AND OVERLAND FLOWS ......................... I-107

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I1.9. STORMWATER RUNOFF CALCULATIONS ..................................................................... I-108

I1.10. RAINFALL INTENSITIES ................................................................................................. I-109

I1.11. DESIGN OF PIPED DRAINS AND CULVERTS ................................................................. I-109

I1.12. OPEN CHANNELS .......................................................................................................... I-111

I1.13. BACKFLOW EFFECTS ..................................................................................................... I-111

I1.14. ACCESS CHAMBERS ...................................................................................................... I-111

I1.15. SUMPS ........................................................................................................................... I-112

I1.16. LOCATION OF STORMWATER MAINS .......................................................................... I-113

I1.17. STRUCTURAL DESIGN ................................................................................................... I-114

I1.18. STORMWATER PUMPING .............................................................................................. I-114

I1.19. STORMWATER CONNECTIONS ..................................................................................... I-115

I1.20. SUBSOIL DRAINS ........................................................................................................... I-116

I1.21. MATERIALS ................................................................................................................... I-116

I1.22. RURAL STORMWATER - PARTICULAR REQUIREMENTS ............................................... I-120

I1.23. WASHDOWN FACILITIES ............................................................................................... I-121

I2. STORMWATER – CONSTRUCTION ................................................................................................. I-123

I2.1. GENERAL ....................................................................................................................... I-123

I2.2. SETTING OUT ................................................................................................................ I-123

I2.3. TRENCHING .................................................................................................................. I-123

I2.4. CONTROL OF WATER ................................................................................................... I-124

I2.5. PIPE CONDITION ........................................................................................................... I-124

I2.6. PIPE LAYING AND JOINTING......................................................................................... I-124

I2.7. JOINTING PIPES ............................................................................................................. I-124

I2.8. PIPE CONTAMINATION ................................................................................................. I-125

I2.9. CONNECTIONS ............................................................................................................. I-125

I2.10. ACCESS CHAMBER CONSTRUCTION ............................................................................ I-125

I2.11. INLET AND OUTLET STRUCTURES ............................................................................... I-126

I2.12. COUNCIL INSPECTIONS ................................................................................................ I-126

I2.13. TRENCH BACKFILLING AND SURFACE REINSTATEMENT ............................................ I-126

I2.14. TESTING OF ACCESS CHAMBERS ................................................................................. I-126

I2.15. TESTING OF STORMWATER MAINS .............................................................................. I-126

I2.16. AS BUILTS AND COMPLETION DOCUMENTATION ...................................................... I-127

J. RESIDENTIAL SUBDIVISIONS ....................................................................................... J-129

J1. DESIGN FOR RESIDENTIAL SUBDIVISIONS OF UP TO THREE LOTS .......................... J-129

J1.1. GENERAL ....................................................................................................................... J-129

J1.2. EARTHWORKS ............................................................................................................... J-129

J1.3. PRIVATE WAYS, FORMED ACCESS LOTS, DRIVEWAYS ................................................ J-129

Napier City Council JULY 2015 vi

J1.4. LOCATION OF SERVICES .............................................................................................. J-129

J1.5. UTILITY SERVICES – URBAN ......................................................................................... J-130

J1.6. UTILITY SERVICES – RURAL .......................................................................................... J-131

J1.7. SOLID WASTE MANAGEMENT ...................................................................................... J-131

J1.8. OTHER FACILITIES ........................................................................................................ J-131

J2. DESIGN FOR MULTI-STOREY BUILDINGS / APARTMENT COMPLEXES .................... J-132

J2.1. WATER SUPPLY ............................................................................................................. J-132

J2.2. SEWERAGE ..................................................................................................................... J-132

J2.3. STORMWATER ............................................................................................................... J-132

J2.4. REFUSE DISPOSAL FACILITIES ...................................................................................... J-132

J2.5. MAIL BOXES .................................................................................................................. J-132

K. UTILITY SERVICES .......................................................................................................... K-133

K1. CABLE SERVICES .................................................................................................................................... K-133

K1.1. INTRODUCTION ........................................................................................................... K-133

K1.2. RELEVANT STANDARDS .............................................................................................. K-133

K1.3. ELECTRICAL, TELECOMMUNICATION & INFORMATION CABLING DESIGN ............... K-133

K1.4. RETICULATION ............................................................................................................ K-133

K1.5. PLANT .......................................................................................................................... K-134

K1.6. ACCEPTANCE OF CABLING ......................................................................................... K-134

K2. GAS RETICULATION ............................................................................................................................ K-135

K2.1. INTRODUCTION ........................................................................................................... K-135

K2.2. RELEVANT STANDARDS .............................................................................................. K-135

K2.3. RETICULATION ............................................................................................................ K-135

K2.4. PLANT .......................................................................................................................... K-135

K2.5. ACCEPTANCE OF GAS RETICULATION ....................................................................... K-135

L. PARKS, RESERVES AND SPORTSGROUNDS .......................................................... L-137

L1. GENERAL ..................................................................................................................................................... L-137

M. APPENDICES ..................................................................................................................... M-139

M1. AS-BUILT INFORMATION REQUIREMENTS ............................................................................. M-141

M1.1. AS-BUILT PLANS .......................................................................................................... M-141

M1.2. WATER SUPPLY CONNECTIONS ................................................................................. M-142

M1.3. SEWER CONNECTIONS ............................................................................................... M-142

M1.4. STORMWATER CONNECTIONS ................................................................................... M-143

M1.5. ROADING AS BUILT PLANS ......................................................................................... M-143

M1.6. COMPLETION DOCUMENTATION .............................................................................. M-144

M1.7. AS-BUILT ADDITIONAL INFORMATION ...................................................................... M-147

M2. STANDARD DETAILS – ROADING ............................................................................................... M-155

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M3. STANDARD DETAILS – SEWERS AND STORMWATER ....................................................... M-157

M4. STANDARD DETAILS – WATER SUPPLY ................................................................................... M-159

M5. STANDARD FORMS: ROADING .................................................................................................... M-161

M6. DRAUGHTING SYMBOLS AND CODES ...................................................................................... M-163

M7. GLOSSARY OF STANDARDS / GUIDANCE NOTES ............................................................. M-165

M8. SUBJECT INDEX ..................................................................................................................................... M-167

CODE OF PRACTICE FOR SUBDIVISION Part D – Code

AND LAND DEVELOPMENT Overview

Napier City Council JULY 2015 D-1

D. CODE OVERVIEW

D.1. GENERAL OVERVIEW

The Napier City Council Code of Practice for Subdivision and Land Development

(The Code), sets the standard for subdivision or land development within the

Napier City Territorial area.

Parts A, B, and C, (under separate cover), set out mandatory requirements for

resource management, and minimum levels of engineering performance and

standard, for all aspects of subdivision and land development, as required by the

Napier City Council.

Part A - describes the Management Strategy and Rules for Subdivision and

Land Development, Procedures and Requirements relating to Resource

Consent Applications, Assessment Criteria, and information on

Inspection regimes and Statements of Professional Opinion.

Part B - describes the objectives and performance criteria that all

infrastructural elements need to achieve.

Part C – identifies the minimum requirements for infrastructural design

and construction.

All aspects of Parts A, B, and C must be satisfied for subdivisions and land

development projects to be approved.

Parts E – M, provides a means of compliance to the obligatory requirements of

Parts A, B, and C.

Parts E to L deal with the requirements for earthworks, roading, water

supply, wastewater, stormwater, residential subdivision, utility services,

and parks, reserves & sportsgrounds.

Part M (Appendices) provides information regarding as-built

requirements, infrastructural standard details, and general information

on Standards, and includes a Subject Index.

In using this document, the following criteria shall apply:-

All levels shall be in terms of Hawkes Bay Local Authority Datum 1972

(MSL = 10.0 metres).

All references to drawings relate to drawings contained in Part M, unless

stated otherwise.

All diameters shown are nominal diameter.

D.2. DESIGN CRITERIA AND CONSTRUCTION STANDARDS OVERVIEW

This Code of Practice comprises both technical specifications and general

methods which may be applied in the design and construction of Subdivision

and Land Development.

The Design Criteria for the Code is found in sub-part 1 of Parts E – L.

Construction Standards required by the Code are located in sub-part 2 of Parts E

– L.

CODE OF PRACTICE FOR SUBDIVISION Part D – Code -

AND LAND DEVELOPMENT Overview

Napier City Council JULY 2015 D-2

Both parts are non-statutory and do not form part of the District Plan. They set

out acceptable design and construction standards which, if satisfied, will

demonstrate compliance with Chapter 66 of the District Plan – “Code of Practice

for Subdivision & Land Development Parts A, B and C”.

The details as outlined are Napier City Council’s minimum requirements, and are

based on nationally recognised standards. They are not the only means of

compliance. Where considered appropriate, alternative design methods may be

used provided they achieve the requirements contained in Parts A, B and C, the

Code of Practice for Subdivision and Land Development.

CODE OF PRACTICE FOR SUBDIVISION Part E1 – Earthworks -

AND LAND DEVELOPMENT Design

Napier City Council JULY 2015 E-3

E. EARTHWORKS

E1. EARTHWORKS: DESIGN

This section should be read in conjunction with Chapter 52A “Earthworks”

of the City of Napier District Plan, which addresses objectives, policies and

methods relating to earthworks associated with land development.

E1.1. INTRODUCTION

Earthworks for all land and infrastructure development shall be designed to

ensure stable and environmentally acceptable land forms and safe, stable

platforms for buildings, roads and network utility services.

E1.2. RELEVANT STANDARDS AND GUIDELINES

The following is a selection of relevant standards and related documents. The

list is not exclusive and other appropriate standards and guides currently

accepted by the engineering profession may be used. The latest revision dates

for standards, are listed in Appendix M7.

(a) NZS 4402: “Methods of testing soils for civil engineering purposes”.

(b) NZS 4431: “Code of practice for earthfill for residential development”.

(c) New Zealand Building Code Clause B1, B1/VM4 and B1/AS4.

(d) Wellington Regional Council “Erosion and Sediment Control Guidelines

for the Wellington Region” 2002.

(e) Auckland Regional Council Technical Publication No 90: 1999 “Erosion

and Sediment Control: Guidelines for Land Disturbing Activities in the

Auckland Region”.

(f) Auckland Regional Council Technical Publication No 10: 2003

“Stormwater Treatment Devices: Design Guideline Manual”.

(g) NZTA Technical Advice Note TNZ/F1: Specification for Earthworks

Construction.

E1.3. GEOTECHNICAL SITE INVESTIGATIONS

E1.3.1. Predevelopment Report

After the development of preliminary earthworks plans, and prior to any detailed

planning or design, a suitably qualified geotechnical engineer, engaged by the

Design Co-ordinator, shall undertake a preliminary evaluation of the general

nature and character of the site. The evaluation shall be undertaken to

determine the likely requirements for earthworks, any need for further

investigations into the suitability of foundation conditions, and the stability of

the natural ground. The evaluation shall identify any geotechnical testing or

analysis required to confirm the suitability of the site for the earthworks

proposed. Any such testing or analysis shall be carried out under the control of

a suitably qualified person and, where appropriate, the testing laboratory shall

have a recognised registration or quality assurance qualifications.




The report shall be submitted with the subdivision consent application and shall

address relevant issues which may include:

The results of the preliminary investigation,

The results of the geotechnical testing or analysis,

Batter slopes, fill types and compaction specifications

Subsoil drainage requirements.

The extent of unsuitable materials and how they are to be treated or

disposed of.

Materials to be used as fills, their suitability for the subject fills and any

special requirements for their use as fills to achieve the required

strengths and densities.

Confirmation that a suitable stable building site will be available on each

lot along with a feasible and stable access drive, of grade as specified in

Part F1.12.

Where the building site proposed does not satisfy the requirements of

“good ground” (NZBC B1/AS4) a description of feasible founding methods

necessary to enable a building to be built on the site shall be included in

the report.

The stability of the entire site, and its expected performance under the

seismic conditions considered.

When using a scala penetrometer the following information will need to

accompany the results:-

(a) A representative bore log.

(b) A note as to whether the soil is cohesive or cohesionless and the

maximum soil particle size.

(c) A comment on settlement when soft soil is encountered.

E1.3.2. Geotechnical Design Report

For purposes of Engineering Approval, and as part of the development of

detailed design drawings, detailed geotechnical investigations and analysis shall

be carried out, where these are identified as being necessary, in the

Predevelopment Report, or where they are considered necessary to address

issues arising during the detailed design.

The geotechnical design report shall detail all investigations carried out, the

conclusions reached and requirements for the detailed design and construction.

The above report shall be accompanied by a statement of ‘professional opinion’

as to the suitability of the land for subdivision and including any specific

requirements or conditions (see Chapter 66 of the District Plan – Appendix A6).

E1.4. STORMWATER CONTROL

Where natural drainage paths are to be interfered with by the proposed land

development, sufficient alternative drainage facilities shall be provided to the

standards required by Part I, (Stormwater), of this Code. Natural springs and

seepage shall be located and catered for in the design.




All works shall be designed to allow for adequate drainage and silt control

during the construction phase and the post construction phase. The Regional

Council guides referred to in section E1.2 describe minimum standards for the

control of stormwater, erosion and sedimentation on earthworks projects.

Confirmation is required from the Hawke’s Bay Regional Council (HBRC) that the

discharge of stormwater is in conformity with the HBRC Regional Plan. An

erosion control plan shall be submitted as part of the engineering plan approval,

prior to the commencement of earthworks.

E1.5. SUBSOIL DRAINAGE

Subsoil drainage systems shall be provided in valley floors and in other

situations where required to intercept groundwater and minimise problems of

soil piping, softening and reduction in stability. Drains shall be sized to cope

with anticipated flows and superimposed loads.

E1.6. MASS EARTHFILLS

E1.6.1. Mass Earthfill Design

The formations to be constructed shall be suitable for residential development.

In particular, attention shall be given to slope stability, drainage, minimising

differential settlement, aesthetic values, and how the fill may perform under

seismic conditions.

E1.6.2. Plans

The extent of mass earthfills shall be clearly defined in the design

documentation, and shall include plans and drawings, including appropriate

contours and cross sections, showing:

(a) The extent of cut and fill, batter slopes and heights and the extent and

nature of all subsoil drainage systems.

(b) The pre-existing contours including the extent of upstream or

downstream catchments affected by the earthworks.

(c) Details of all culverts including alignment sizes and type of culverts,

inlet and outlet details. These shall include details of temporary or long

term silt control or runoff attenuation where required.

E1.6.3. Specification

The design shall include a construction specification covering earthworks

standards, materials, testing methods to be used, and the systems of quality

checking to be employed.

As a minimum, the specification shall include:

(i) Standards for preparation of the existing ground and removal of

unsuitable materials.

(ii) Standards for placing and control of the fill including control of the

quality of the fill material being used.

(iii) Compaction standards and moisture content control.

(iv) Control of finished levels and position, including batter slopes and

compaction.




E1.7. FILL DENSITIES

The following requirements shall apply unless superseded by any compaction

standards specified by the geotechnical report:

(a) Compaction of the road subgrade layer shall comply with TNZ F/1.

Subgrade is defined as that layer of material in the top 1.0 metre of the

construction measured down from the underside of the subbase course

in both cut and fill situations. Note that cut areas may require

undercutting to ensure uniform subgrade construction.

(b) For all other fills the compaction achieved shall comply with NZS 4431

(refer to clauses 7.4.2.1 and 7.4.3.2).

E1.8. FILL BATTERS

Slopes for fill batters of height greater than 0.5 metres shall be as specified in

the Geotechnical Design Report.

To allow for maintenance, fill batters shall be not steeper than two horizontal to

one vertical.

E1.9. CUT BATTERS

Where slopes are more than 2.5 metres high, steeper than 220

(2.5 horizontal to

1 vertical), and where cuts are 1-2.5 metres or higher, then slopes for cut batters

shall be specified in the Geotechnical Design Report.

Cut batters should be sloped depending on the type of country and materials

involved, however, slopes shall generally be no steeper than ½ horizontal to 1

vertical, and preferably 1 to 1 or flatter.

Benches should be provided as for fill batters above.

The top or toe of a cut batter shall be at least 2 metres from a boundary or

building. The toe of a cut batter shall also be at least 1 metre from the kerb face

or back edge of any footpath but additional allowance may be required to be

made for sight distance on a curve or where a high or low level path is required.

Cut batters shall not be higher than 2.5 metres.

E1.10. BLENDING OF BATTERS

Cut and fill batters shall be rolled over at the top to blend as well as possible

with the natural land contour.

E1.11. BATTER SURFACE PROTECTION

Appropriate batter surface protection shall be provided as described in Section

6.3 of NZS 4431. All batters within actual or designated legal road shall be re-

vegetated in accordance with TNZ F/1.

E1.12. RELATIVE HEIGHT OF ROADS AND LOTS

All new lots shall be able to be drained to the stormwater outlet provided.

Where the kerb is the outlet the lot shall be at a level that provides the required

drainage and cover to pipes.

All lots shall have a level defined as the flood level of a storm having a 2%

probability of occurring annually.




New lots shall be designed to allow for adequate stormwater drainage that

avoids the likelihood of damage or nuisance by the discharge from the

developed area in a storm having a 10% probability of occurring annually.

All new sections shall be formed with sufficient crossfall to the road boundary to

facilitate stormwater run-off, and prevent surface water ponding on the section.

Unless approved otherwise, all new sections shall have a minimum crossfall of

0.6% towards the road boundary.

In all cases, sections shall be shaped so that no surface water flows across

adjacent section boundaries.

For all new and reconstructed roads there shall be no surcharge above sump

grates for a storm having a 10% probability of occurring annually. For roads

where this cannot be achieved an alternative design is required.

For all new roads and roads being reconstructed, ponding on roadways shall be

limited to 300 mm above the grate at sumps for a storm having a 2% probability

of occurring annually. For roads where this cannot be achieved an alternative

design is required. (Section I1.4.2(d))

E1.13. SMALL SCALE EARTHWORKS

For earthworks involving cuts less than 2.5 metres height on sites or hillsides

with slopes of less than 2.5 horizontal to 1 vertical (220

), or fills less than

0.5 metres depth in areas of known soil conditions, Geotechnical Design Reports

are not required.

Cut and fill standards shall comply with the requirements of this Code and the

necessary certification shall be provided on completion of construction.


AND LAND DEVELOPMENT Construction


E2. EARTHWORKS: CONSTRUCTION

This section should be read in conjunction with Chapter 52A “Earthworks”

of the City of Napier District Plan, which addresses objectives, policies and

methods relating to earthworks associated with land development.

E2.1. EARTHWORKS – GENERAL

All earthworks shall be carried out to the levels, positions and batter slopes

detailed on the approved drawings so as to provide stable land of the form

intended by the design. Methods used shall be appropriate to achieve the

geometric and compaction standards required by the design and relevant

controlling codes and standards.

This work shall include where relevant:

Clearing, including removal of all vegetation and obstructions within the

earthworks limits;

Construction of temporary and permanent silt retention dams, run-off

controls and erosion control devices;

Stripping and stockpiling of topsoil within the earthworks limits;

Preparation of fill areas including benching, removal of unsuitable

materials, and subsoil drainage;

Excavation of all cuts, including subgrade undercutting;

Carting, placing and compacting the excavated material in bulk fills and

road subgrades;

Carting to waste of cut materials unsuitable for use in fills;

Preparation of subgrade areas for road construction;

Trimming final surfaces to shape, re-spreading topsoil and grassing, and

maintenance of the works for the required period.

All of the above works shall be in accordance with the drawings and

specifications.

E2.2. RELEVANT STANDARDS AND GUIDELINES

The following is a selection of relevant standards and related documents which

shall be used where applicable. The list is not exclusive and other standards

and guides accepted by the engineering profession at the time may be used

where appropriate.

(1) NZS 4402: Methods of Testing Soils for Civil Engineering Purposes

(2) NZS 4431: Code of Practice for Earthfill for Residential Development.

(3) TNZ F/1: Specification for Earthworks Construction

(4) TNZ F/2: Specification for Pipe Subsoil Drain Construction

(5) New Zealand Building Code Clause B1, B1/VM4 and B1/AS4

(6) Wellington Regional Council “Guidelines for Silt Control Associated with

Mass Earthworks” revised 1987.




(7) Auckland Regional Council Technical Publication No 90: March 1999

“Erosion and Sediment Control: Guidelines for Land Disturbing Activities

in the Auckland Region”.

(8) Auckland Regional Council Technical Publication No 10: 2003

“Stormwater Treatment Devices: Design Guideline Manual”.

(9) NZTA Research Report No. 131 “Provisional Guidelines for Erosion and

Sediment Management during Roadworks”.

(10) NZTA Research Report No. 132 “Provisional Guidelines for

Environmental Management during Roadworks”.

E2.3. APPLICATION OF SPECIFICATIONS

The construction of all bulk fills shall be carried out in accordance with NZS

4431 and this Code.

The construction of road subgrades shall be carried out in accordance with TNZ

F/1.

All other aspects of the earthworks, including temporary works to control

erosion and siltation, shall be carried out in accordance with the Contract

Specification and this Code and its associated guides and specifications.

E2.4. UNEXPECTED CONDITIONS

Where conditions exposed on opening up the land are different from those

envisaged during design, the Construction Co-ordinator shall report to the

Design Co-ordinator who shall review the design and modify and adapt the

design as necessary. The Council shall be advised of such situations and design

modifications shall be fully documented and submitted for approval prior to

recommencing work on the affected areas.

E2.5. GEOTECHNICAL MONITORING OF EARTHWORKS

The control of moisture content and compaction of fill material, the accurate

laying of cut and fill batters, and silt control are the most important aspects of

bulk earthworks projects. To ensure proper control of the works the

Construction Co-ordinator, through an experienced geotechnical engineer, shall

monitor the works and carry out adequate inspections and testing to enable a

proper evaluation of the standard of the works and to prepare a report as to the

compliance of the works with the specification. The geotechnical engineer shall

be fully familiar with previous reports and the project specification.

Where necessary, work shall be stopped until the geotechnical engineer has

completed such tests as are required, and has authorised continuation of work.

In the event of any test results not meeting the specified standards, further

compaction or other appropriate remedial action to the satisfaction of the

geotechnical engineer shall be carried out until the desired strengths, void ratios

and/or densities are achieved.

E2.6. STORMWATER DRAINAGE AND SILT CONTROL

Adequate drainage and silt control shall be provided during construction. A

discharge consent may be required from the Hawkes Bay Regional Council for




the discharge of stormwater from the site while the earthworks are being carried

out.

The surfaces of all cuts and fills shall be kept adequately drained at all times.

Temporary drains and ditches shall be dug to remove water from the surface

during and on completion of the work. All temporary drains shall be maintained

in a clean and tidy condition so that they function satisfactorily until the works

are taken over by the Council.

All necessary interception devices and settlement traps shall be constructed

taking all reasonable steps to prevent the deposition of silt or other deleterious

material on land outside the earthworks area by the action of water or any other

cause. Such facilities shall be maintained during the works and until such time

as the land becomes stabilised to the satisfaction of the Council. Any damages

within or outside the earthworks area caused by inefficient or insufficient

drainage or any other reasons shall be made good by the developer.

The requirements of any resource consent shall be complied with.

E2.7. DUST CONTROL

The best practical means shall be employed to ensure that windblown dust and

soil and associated wind erosion is minimised during and following the

earthworks operations. Dust can be a specific problem in Hawke's Bay due to a

combination of fine silts and strong winds (particularly westerlies).

The developer shall prevent, remedy or mitigate by suitable means to the

satisfaction of the NCC the discharge of dust emanating from the construction of

the works. The developer shall be responsible for ensuring that the Principal,

adjacent residents, property owners or other members of the public, suffer no

undue inconvenience or hardship from dust arising from the works during the

course of the project.

(a) Fixed water spraying.

(b) Water spray trucks.

(c) Screen cloth fences.

(d) Re-grassing or covering cut and fill earthwork areas.

(e) Hydro seeding.

(f) Limiting construction work and disruption through individual properties

to the shortest practical time.

(g) Washing/cleaning of trucks before entry onto public roads.

(h) Stopping construction activities and vehicular movement that raise dust

during strong wind periods.

(i) Cleaning and removal on a regular basis material off sealed roads that

give rise to dust.

Dust control activities shall not be limited only to periods of active construction

but shall be available on a seven-day, twenty-four hour basis for the duration of

the project. On that basis the developer shall supply a contact name and phone

number for both working, and out-of-hours callouts. The developer shall be




responsible for dust control from the action of all activities on the site including

those of subcontractors and/or service authorities that enter the site.

Site management is the key to dust control, and proactive steps should be

taken to ensure adequate dust control measures are implemented at all times.

Repeated failure to adequately control dust will result in appropriate action

being taken by the Construction Co-ordinator to prevent recurrence.

E2.8. EXCAVATION

E2.8.1 Cut Batters

Cut batters and benches shall be laid accurately to line and level.

Survey position checks shall be made at the position of each bench or in 8 metre

vertical height steps whichever is the more frequent. At no point shall cut

batters deviate from design position by more than ±300 mm. Where such

deviations have occurred measures shall be taken to adjust positions by

adjustment of bench width rather than steepening of batters. If the error is

large the batter top may need to be repositioned in which case consequential

adjustment will need to be made to land areas and facilities at the top of the

batter. In this situation the Design Co-ordinator shall be recalled to review the

changes required.

The edges and top of cut batters shall be rounded to minimise sudden changes

of contour where the batter abuts the natural contours.

E.2.8.2 Slips

Should any earth fall or slip occur in the batter of any cutting or fill either during

or after excavation but before the completed work has been vested in Council,

the Construction Co-ordinator shall arrange for the removal of the material

brought down by such an earth fall or slip, and to make good the damage

caused, to the satisfaction of the Council.

The Design Co-ordinator should be advised of any earth fall or slip.

E.2.8.3 Explosives

If the use of explosives is necessary, blasting operations and the storing of

explosives shall be carried out in compliance with the appropriate laws, bylaws

and regulations.

E2.9. CONSTRUCTION OF FILLS

E2.9.1. Protection of Existing Structures

Any utility service or other structure located under a proposed fill or

embankment shall be protected during the earthworks construction.

Any utility service or other structure located during the earthworks operation

which is not shown on the plans shall be reported to the Council’s Works Asset

Department immediately.

Any damage to any pipeline or other structure shall be made good to the

standards required by Council’s Works Asset Department or the utility operator

responsible for the structure.




E2.9.2. Preparation for Filling

For all fills on sloping ground an initial bench at least 3.5 metres wide shall be

formed at the toe of the fill embankment. On all original ground steeper than 1

vertical to 4 horizontal, benches shall be continued at vertical intervals not

greater than 2 metres.

E2.9.3. Subsoil Drains

Where any moisture seepages or potential seepages are encountered during

clearing, stripping or benching operations, suitable subsoil drainage systems

shall be installed. Details of such appropriate systems shall be provided by the

Design Co-ordinator.

TNZ F/2 “Pipe Subsoil Drain Construction” 2000 is a suitable specification for the

construction of subsoil drainage systems.

E2.9.4. Fill Materials

Highly plastic clay, peat or any other material containing organic matter shall not

be placed in any fill.

The maximum particle size shall be no greater than half the loose layer depth

(refer to NZS 4431 for the maximum layer depths permitted).

E2.9.5. Subgrade Construction

The subgrade layer shall be constructed in accordance with the relevant clauses

of TNZ F/1, “Earthworks Construction”, including undercutting requirements.

For the purposes of this Code the Engineer as referred to in TNZ F/1 shall refer

to the Geotechnical Engineer.

E2.9.6. Compaction Standards

The compaction standards for all bulk fills shall comply with the more stringent

of the specified standards, or the minimum requirements of NZS 4431 “Code of

Practice for Earthfill for Residential Development” and shall also extend to bulk

fills, including those in industrial, commercial and rural locations.

E2.9.7. Trafficking of Fills

The traversing of fills and subgrade shall be restricted to construction plant

required to construct the fills and shall be strictly controlled. The construction

traffic shall be distributed evenly across the area of fill and shall not be allowed

to form defined tracks.

E2.9.8. Fill Batter Slopes

Fill batter slopes shall be checked for accuracy at 4 metre height intervals and

where position has deviated from design by 500 mm or more measures shall be

taken to correct the problem. At no point on any fill batters shall position

deviate from design by more than 500 mm in any direction. Fill batters shall be

contoured into the adjacent natural land at each end and at the base of the fill.

E2.10. COMPLETION OF EARTHWORKS

On completion of the earthworks, the road subgrade surfaces, all batters and

earthworked areas shall be cleaned of all debris and surplus materials.

Earthworked surfaces shall be left with a firm smooth surface true to line and




cross fall and properly drained, and ready to receive further construction or

landscaping.

E2.11. EARTHWORKS CONSTRUCTION REPORT

On completion of earthworks construction, a construction report shall be

forwarded to Napier City Council by the Construction Co-ordinator. The

construction report shall be prepared by the Geotechnical Engineer.

Matters covered by the report shall include, but shall not be limited to:

(a) Documentation of earthworks monitoring and compaction testing

carried out.

(b) Confirmation that the fill bases have been placed on clean soils of

suitable strength and that unsuitable soils have been stripped and not

used in structural fills.

(c) Confirmation that batters have been constructed as designed or

modified by the Design Co-ordinator on site and explanations for any

such changes.

(d) Confirmation that subsoil drains have been placed as required and that

any surface drainage required as part of the earthworks has been

installed.

(e) Where any filled or any natural ground is deemed suitable for the

erection of residential buildings, confirmation incorporating the use of

the form “Statement of Professional Opinion as to Suitability of Land for

Residential Buildings” – as set out in Chapter 66 of the District Plan; Part

A Appendix 8 is required. This is in substitution for Appendix A to NZS

4431.

(f) Where any filled or any natural ground is identified as not being “good

ground” as specified in NZBC B1/AS4, details shall be required

identifying those lots which are affected, and the specific design

requirements for the various acceptable foundation options.

E2.12. AS BUILTS AND COMPLETION DOCUMENTATION

As-builts of the earthworks and earthworks "predevelopment" and "design"

reports (refer Section E1.3) shall be forwarded to Napier City Council as part of

the project completion documentation as set out in Chapter 66 of the District

Plan, Part A.

CODE OF PRACTICE FOR SUBDIVISION Part F1 – Roading -


Napier City Council JULY 2015 F-15

F. ROADING

F1. ROADING DESIGN

F1.1. INTRODUCTION

The design of roads shall recognise the various components of roading

infrastructure including:

(a) Earthworks (described in Section E1)

(b) Traffic pavements

(c) Pedestrian pavements including footpaths, access ways, steps and

ramps

(d) Drainage facilities including kerbs, channels, sumps, sump leads and

culverts, and the subsequent effects on stormwater capacity

(e) Bridges

(f) Street lighting

(g) Traffic services including signs, road name plates, pavement markings,

traffic aids and safety barriers

(h) Street furniture and amenities

(i) Cycleways and shared cycle/pedestrian pathways

F1.2. RELEVANT STANDARDS AND GUIDELINES

Road designs shall be based on the requirements of the performance criteria of

this Code, Council’s typical cross sections and details, and the most appropriate

codes and guidelines applicable at the time of the project. The following is a

selection of relevant standards and related documents which shall be used

where applicable. The list is not exclusive and other standards and guides

accepted by the engineering profession at the time may be used where

appropriate. The latest revision dates are listed in Appendix M7.

It shall be the Design Co-ordinator’s responsibility to determine the current

versions at the time development takes place.

(a) Austroads Traffic Management Guides.

(b) Austroads Road Design Guides

(c) The Sealed Local Roads Manual published by Australian Road Research

Board (ARRB).

(d) Austroads Pavement Design: A Guide to the Structural Design of Road

Pavements (2004) and the New Zealand Supplement of 2007.

(e) A Supplement to Austroads Pavement Design, A Guide to the Design of

New Pavements for Light Traffic.

(f) Austroads Waterway Design: A guide to the Hydraulic Design of Bridges,

Culverts and Floodways.

(g) Transit New Zealand approved design guides.




(h) Transit New Zealand standard specifications.

(i) State Highway Geometric Design Manual.

(j) Transit New Zealand and Land Transport Safety Authority Manual of

Traffic Signs and Markings.

(k) Transit New Zealand Planning Policy Manual

(l) The Land Transport New Zealand’s Road and Traffic Standards (RTS)

guides.

(m) The Land Transport New Zealand’s Road and Traffic Standards RTS18 –

New Zealand on road tracking curves for heavy vehicles (August 2007)

(n) NZS 3116 : Interlocking Concrete Block Paving (Part 2 superseded by

AS/NZS 4455)

(o) NZS 4121: Design for Access and Mobility - Buildings and Associated

Facilities

(p) AS/NZS 1158 : Road Lighting

(q) AS/NZS 4455 : Masonry Units and Segmental Pavers

(r) Standard for the Manufacture and Maintenance of Traffic Signs, Posts

and Fittings: (published by Transit New Zealand and the Road Safety

Manufacturers Association).

(s) AS/NZS 2890.1: Parking Facilities, Part 1: Off street car parking.

(t) New Zealand Building Code.

(u) Lighting for Roads and Public Spaces Infrastructure Design Guide,

produced by the Energy and Efficiency Conservation Authority (EECA).

(v) National Code of Practice for Utility Operators Access to Transport

Corridor.

F1.3. ROAD SAFETY AUDIT

A safety audit for all new roading, pedestrian and cycle facilities shall be

undertaken by an independent qualified safety auditor unless the Council

decides that audits are not required at any or all the stages of the project.

The safety audits shall be in accordance with NZTA Road Safety Audit Procedures

for Projects Guidelines and Austroads Road Safety Guides.

F1.4. CLASSIFICATION OF URBAN ROADS

There are two main classes of public road:

(1) Primary roads where the through flow of vehicles is dominant.

(2) Secondary roads where the distribution and property access functions

dominate.

Primary roads include:

Motorways and Expressways

Arterial roads

Principal roads




Secondary roads include:

Collector roads, residential or industrial/commercial

Major local roads, residential or industrial/commercial

Minor local roads, residential or industrial/commercial cul-de-sac

Service lanes

The categories in which various urban roads fall are defined in the road

hierarchy contained within the District Plan. The road hierarchy should be

perused before any road design is commenced.

F.1.4.1 Primary Roads – Urban

(a) Motorways and Expressways

Motorways and expressways have not been included in this Code. They

will require specific design standards to be agreed between the Council

and the Design Co-ordinator.

(b) Arterial Roads

Provide interconnections between major sectors of a large area and link

with external areas and distribute traffic from motorways and major

inter-city links. Access is at grade but may be limited. Traffic volumes

are typically 7,000-10,000 vehicles per day (vpd) with a significant

number of heavy vehicles. Arterial roads carrying more than 10,000 vpd



(c) Principal Roads

Principal roads provide access to Arterial Roads and to Motorways.

They have a dominant through vehicular movement. Access to property

may be restricted and rear servicing facilities may be required. Such

roads will generally have a catchment of greater than 450 dwelling units

residential (DUs) and service traffic flows (current or planned) in the

order of 3,000-7,000 vpd.

F.1.4.2 Secondary Roads – Urban

(a) Collector Roads - Residential/Industrial/Commercial

Provide circulation between and within local areas and link to primary

roads. They may service schools, intermittent or peak hour public

transport. Their main feature is to service the local residential or

industrial area. Typical catchments would be 125-375 DUs or 150 to

450 persons (industrial and commercial). Traffic volumes are typically

1,000-3,000 vpd with a high proportion of heavy vehicles in the

industrial case. In both cases vehicular movements and needs

dominate.

(b) Major Local Roads - Residential/Industrial/Commercial

These roads have the primary function of providing access to adjacent

residential/industrial/commercial lots. Typical catchments are 25-125

DUs or 60 to 150 persons (industrial and commercial) and typical traffic




volumes are 200-1,000 vpd. There is an additional category for traffic

volumes up to 1,500 vpd.

(c) Minor Local Roads - Residential/Industrial/Commercial/Cul-de-Sacs

These roads have the primary function of providing access to abutting

properties and through which only traffic having origin or destination

there will pass. Typical catchments are less than 25 DUs or less than 60

persons (industrial and commercial). Low speed vehicle movements,

pedestrian and local amenity values predominate.

(d) Service Lanes

These roads have the primary function of providing rear access, mainly

in industrial and commercial areas. Public use may be limited.

F1.5. CLASSIFICATION OF RURAL ROADS

Rural roads provide circulation within and through rural areas where population

density is low. Whilst traffic speeds may be high it is generally uneconomic to

provide separate footpaths. Berms and road shoulders need to be suitable for

pedestrian usage, stock movement and off carriageway parking. Stormwater

drainage is generally carried by adjacent open side drains.

The classification of rural roads in this Code is based on the terms defined

below:

(a) Primary – where the vehicle flow is dominant

Primary roads include motorways, expressways and arterial roads.

(b) Secondary – where the vehicular access, distribution and access,

dominates

Secondary roads include collector roads and local roads

The category in which the various rural roads fall is defined by the road

hierarchy contained within the District Plan which should be perused before any

road design is commenced.

F1.5.1. Primary Roads – Rural

(a) Motorways and Expressways

Motorways and expressways have not been included in this Code. They



(b) Arterial and Principal Roads

Provide interconnections between major sectors of a large area and link

with external areas and distribute traffic from motorways and major

intercity links. Access is at grade but may be limited. Traffic volumes

are typically 2,000-4,000 vpd with a significant number of heavy

vehicles. Arterial roads carrying greater than 4,000 vpd will require

specific design standards to be agreed between the Council and the

Design Co-ordinator.




F1.5.2. Secondary Roads – Rural

(a) Collector Roads

Provide circulation between and within local areas and link to primary

roads.

They may service schools, intermittent or peak hour public transport.

Their main feature is to service the local residential or industrial area.

Typical catchments would be 50-200 dwelling units (DUs) with traffic

volumes typically 500-2,000 vpd. In both cases vehicular movements

and needs dominate.

(b) Major Local Roads

These roads have the primary function of providing access to adjacent

residential/industrial/commercial lots. Typical catchments are up to 50

DUs and typical traffic volumes are up to 500 vpd.

(c) Minor Local Roads

These roads have the primary function of providing access to abutting

properties and through which only traffic having origin or destination

there will pass. Typical catchments are up to 18 DUs and typical traffic

volumes are up to 150 vpd.

F1.6. ROAD STANDARDS

F1.6.1. General

Each proposed road shall be designed both in layout and structural strength to

cope with the frequency and weight of traffic likely to use it. Through-traffic

roads will be wider, straighter and more heavily constructed than those for local

traffic. The objective of road layouts in residential areas is to provide for the

safe circulation of vehicles, including cycles, whilst maintaining an environment

which provides for the safety of pedestrians and the requirements of access to

residential properties. The Council's aim is to encourage subdivision layouts in

which the function of each road is clearly expressed by its location and

alignment and its relation to other roads.

Road standards as defined in Table F-1shall be used as the basis for road design.

Urban roads shall be provided with kerb and channel and be adequately drained.

Subsoil drains under pavement/kerb edges may be required. (See drawing

M2.24)

Footpaths in urban areas shall be provided on both sides of all major local roads

and above and on not less than one side of minor local roads. Pedestrian

accessways and cycleways shall be provided where necessary to provide

continuity of access to specially identified amenities.

In rural roads shoulders and berms shall be provided to carry pedestrian, cycle

and stock traffic, and to provide off-carriageway parking. Grassed swales or

other flood flow paths (including drains) shall be provided to carry stormwater

and to keep potential groundwater levels below the structural pavement layers.

Pavement structural standards shall be based on not less than a 50 year design

life using the predicted traffic loadings.




Roads may be surfaced with chip seal, asphaltic concrete or concrete pavers

subject to them providing acceptable weatherproofing, wearing and friction

standards.

F1.6.2. Grades

Grades for all roads shall be as set out on Table F-1 “Recommended Road

Design Standards” in conjunction with the following notes:-

NOTES:

(1) DU’s means “dwelling units”.

(2) VPD means “vehicles per day”.

(3) Refer to section F1.6.3.for circumstances where the standard road width

may be reduced

(4) A reduced cross-section may be approved by the Road Asset Manager,

where a cycle lane is not required.

(5) Minimum gradient around kerb and channel radii < 30m is 0.3%

(6) The use of an 8.0m road will require:

A specific intersection design approved by the Roading Asset

Manager.

Location of services to be agreed between the Road Controlling

Authority and the relevant service authority.




TABLE F-1: RECOMMENDED ROAD DESIGN STANDARDS

Class Type Area Served

DUs/ people

Traffic Volumes

Vpd

Standard Legal Road

Width

Minimum Legal Road

Width Carriage Width Foot

paths

Berm (Inc Foot path)

Max/Min Grade

Beam Deflection Design Speed Super

Elevation Transition Min Radius

PRIMARY ROADS

ARTERIAL

Parking

Shoulder Cycle Traffic Total Flat or Rolling Hilly

Arterial Industrial >7000 18.20 18.20 2x2 2x1.8 2x3.5 14.60 2x1.8 2x1.8 10.0% 0.25%

0.80 mm 70 60 Specific Design

Specific Design

Specific Design

Arterial

Commercial >7000 20.60 20.60 2x2 2x1.8 2x3.5 14.60 2x3.0 2x3.0 10.0% 0.25% 0.80 mm 70 60

Specific Design

Specific Design

Specific Design

Arterial

Residential >7000 23.60 20.60 2x2 2x1.8 2x3.5 14.60 2x1.4 2x4.5

10.0% 0.25%


Specific Design

Specific Design

Arterial (&

Principal) Rural <4000 20 Varies 2x1.5 N/A 2x3.5 10.0 N/A N/A

Specific Design

0.80 mm Specific Design

Specific Design

Specific Design

Specific Design

Specific Design

PRINCIPAL

Principal Industrial

<7000 18.20 18.20 2x2 2x1.8 2x3.5 14.60 2x1.8 2x1.8 10.0% 0.25%


Specific Design

Specific Design

Principal Commercial

<7000 20.60 20.60 2x2 2x1.8 2x3.5 14.60 2x3.0 2x3.0 10.0% 0.25%


Specific Design

Specific Design

Principal Residential

>450 DUs <7000 23.60 20.60 2x2 2x1.8 2x3.5 14.60 2x1.4 2x4.5 10.0% 0.25%


Specific Design

Specific Design

SECONDARY

ROADS

COLLECTOR

Collector Industrial

<450 people <3000 18.20 18.20 2x2 2x1.8 2x3.5 14.60 2x1.8 2x1.8 10.0% 0.25%

0.80 mm N/A N/A N/A N/A 130

Collector Commercial

<450 people <3000 20.60 20.60 2x2 2x1.8 2x3.5 14.60 2x3.0 2x3.0 10.0% 0.80 mm N/A N/A N/A N/A 130

20.60 20.60 Specific Design 2x1.40 2x4.5 0.25% 0.80 mm N/A N/A N/A N/A 130

Collector

Residential <375 DUs <3000 23.60 18.20 2x2 2x1.8 2x3.5 14.60 2x1.40 2x4.5

10.0% 0.25%

1.00 mm N/A N/A N/A N/A 130

Collector Rural <200 DUs <2000 20 Varies 2x0.75 N/A 2x3.5 8.5 N/A N/A Specific Design


Specific Design

Specific Design

Specific Design

Specific Design

LOCAL ROADS

MAJOR

Major Local Industrial

<150 people <1000 15.6 15.6 2x2.5 N/A 2x3.5 12.0 2x1.8 2x1.8 10.0% 0.25%

1.00 mm N/A N/A N/A N/A 80

Major Local Commercial

<150 people <1000 17.0 17.0 2x2.0 N/A 2x3.5 11.0 2x3.0 2x3.0 10.0% 0.25%

1.00 mm N/A N/A N/A N/A 80

Major Local Residential

<125 DUs (with thru

traffic) <1500 18.0 15.0 1x2.0 N/A 2x3.5 9.0 2x1.4 2x4.5 10.0%

0.25% 1.00 mm N/A N/A N/A N/A 80

Major Local Residential

<125 DUs (no thru traffic)

<1000 17.0 14.0 2x2.0 N/A 1x4.0 8.0 2x1.4 2x4.5 10.0% 0.25%

1.00 mm N/A N/A N/A N/A 80

Major Local Rural

<50 DUs <500 20 Varies N/A 2x3.5 7.0 N/A N/A Specific Design


Specific Design

Specific Design

Specific Design

Specific Design

MINOR

Minor Local Industrial

<60 people <200 15.6 15.6 2x2.5 N/A 2x3.5 12.0 2x1.8 2x1.8 10.0% 0.25%

1.00 mm N/A N/A N/A N/A 80

Minor Local Commercial <60 people <200 17.0 17.0 2x2.0 N/A 2x3.5 11.0 2x3.0 2x3.0

10.0% 0.25% 1.00 mm N/A N/A N/A N/A 80

Minor Local Residential <25 DUs <200 13.5 12.0 1x2.0 N/A 1x4.0 6.0 1x1.4

1x4.5 1x3.0

12.5% 0.25% 1.30 mm N/A N/A N/A N/A 60

Minor Local Residential

< 13 DU’s <100 8.0 See Note 6

8.0 See Note 6

1x2.0 N/A 1x4.0 6.0 1x1.0 1x1.0 12.5% 0.25%

1.30 N/A N/A N/A N/A 60

Minor Local Rural <18 DUs 150 20 Varies N/A N/A 2x3.0 6.0 N/A N/A

Specific Design 1.30 mm

Specific Design

Specific Design

Specific Design

Specific Design

Specific Design

Service Lanes N/A N/A 7.4 7.4 N/A N/A 2x3.3 6.6 N/A 2x0.4 8.0%

0.25% 0.80 mm

Specific Design

N/A N/A N/A N/A




F1.6.3. Road Widths

Road widths shall be selected from Table F-1 to ensure that adequate

carriageways, footpaths, berms and batters can be provided to retain amenity

values (including landscaping) and enable services to be provided safely and in

economically accessible locations. They shall be planned to cope with estimated

long term community needs.

Typical road cross sections are detailed in Part M2, Drawings M2.1 to M2.5.

The standard legal road width may be reduced to not less than the minimum

legal road width shown on Table F-1 only in one or more of the following

circumstances:

(a) Where development is on one side of the road only and the road adjoins

permanent open space including:

reserves

foreshore

(b) Where satisfactory alternative provision is made for one or more of the

elements normally sited in the road reserve area including:

pedestrian walkways or footpaths

underground and overground network utility services

lighting

tree or other planting

parking

vehicle movement

access and turning

cycleway movements

Where the standard legal road width is reduced, the widths of carriageways,

footpaths and berms shall be approved by Council.

F1.6.4. Design Speed

The design speed should be not less than the 85th percentile speed. The 85th

percentile speed is the speed that is not exceeded by 85% of the vehicles

travelling on a particular section of road in a given time period.

The design speed used for the geometric design of urban roads shall be taken

from Table F-1.

Rural roads shall be designed to speed guidelines in accordance with Austroads

Road Design Guides.

F1.6.5. Horizontal Geometry

F1.6.5.1. Urban Roads

Geometric design of primary roads shall be in accordance with the Austroads

Road Design Guides.

All other urban road designs shall be in terms of Table F-1.




F1.6.5.2. Rural Roads

Rural roads shall be designed in accordance with Table F-1 and the relevant

cross sections as given in Drawing M2.1 (Appendix M)

Geometric design of rural roads shall be in accordance with Austroads Road

Design Guides.

F1.6.6. Vertical Curvature (Urban & Rural Roads)

Vertical geometric design shall comply with the Austroads Road Design Guides.

F1.6.7. Intersection Design

All intersections shall be designed in accordance with Austroad guidelines for

intersections at grade, roundabouts, traffic signals and local area traffic

management.

The preferred angle of intersection is 90o

although for secondary roads a

minimum angle of 70o

may be justified by other constraints. Carriageway

alignment may be offset within the road reserve to improve the intersection.

All residential and commercial road intersections of collector/collector status

and below shall have a minimum kerb radius at intersections of 8 metres. Such

intersections shall also have the allotment corners splayed by a minimum of 3.0

metres along both boundaries. When the berm width from the property

boundary to the kerb becomes inadequate to accommodate the elements

normally sited in the road reserve, specific intersection design will be required.

All road intersections above collector/collector status as well as any intersection

within industrial zoning shall have a minimum kerb radius of 13.5 metres and

shall have corner splays of 6 metres along both boundaries.

The distance between the legs of a “staggered tee” intersection on arterial,

principal, and collector roads shall be in accordance with the Austroads Road

Design Guides.

The separation distance between adjacent intersections on any road shall be at

least 40 metres centreline to centreline.

Intersection gradients shall be as described in Austroads Road Design Guides.

Revised Pavement Thresholds at intersections will be approved at the Road Asset

Manager’s discretion.

F1.6.8. Roundabouts

Roundabouts shall be designed in accordance with Austroads Traffic

Management and Road Design Guides.

The designer shall submit evidence supporting that the design will meet the

requirements for capacity, safety and turning movements of intended vehicles.

Traffic modelling shall show that the design can mitigate the effects of traffic

generation due to the development. Where applicable, consideration should be

given for future network growth and development.

F1.6.9. Cul-de-sac Heads

Cul-de-sac heads shall have a minimum kerb radius of 8 metres in residential

and rural areas and 15 metres in industrial and commercial areas.




A central area may be provided for parking or beautification in a cul-de-sac head

as shown on Drawing M2.29 (Appendix M). Alternative designs may be

considered (e.g. as per drawing M2.30), provided they are shown to have

equivalent parking or turning provisions.

All rural cul-de-sac heads shall have the seal edge protected by a solid kerb and

channel or flush nib.

All cul-de-sac heads shall have a longitudinal kerb and channel gradient of 0.3%

minimum, 3.0% maximum. The standard 3% carriageway crossfall may be

reduced to 2% within the Cul de Sac head.

F1.6.10. Road Surfacing

All roads both urban and rural shall be surfaced with an impermeable surfacing.

Suitable options include:

(a) Hot laid asphaltic concrete of minimum thickness 25 mm.

(b) Chip seals.

(c) Interlocking.

F1.6.11. Bus Bays

Local widening of the carriageway shall be provided as required at bus stops on

all roads carrying public transport. Drawing M2.28 shows the standard layout.

Pavement strengthening shall be applied at bus bays to resist the effects of the

concentrated heavy vehicle braking and acceleration forces which are a feature

of bus stop usage. This shall include reinforcing of any concrete channels in the

trafficked area.

F1.6.12. Footpaths, Pedestrian Accessways and Cycleways

Cross falls on footpaths, pedestrian accesses and cycleways shall be 2%.

Concrete thickness shall be not less than 100 mm over suitable basecourse

(minimum 100 mm compacted thickness).

F1.6.12.1. Footpaths

Footpaths shall be concrete except that in retail/commercial areas concrete

pavers may be approved provided evidence of their expected longevity and

safety can be shown.

The standard minimum footpath width in residential areas shall be 1.4 metres.

(See drawings M2.2. and 2.18.). In residential areas footpaths shall be separated

from the kerb, as set out in drawing M2.18., except for 8 metre wide roads,

where the path shall be 1 metre wide, constructed against the kerb.

Minimum footpath widths and configurations in commercial and industrial areas

shall be as shown in Drawings M2.3 and M2.4. The footpath shall be

constructed against the kerb, and be 1.8 metres wide in industrial area, and 3.0

metres wide in commercial areas.

Footpaths in shopping areas shall be designed and constructed for the particular

circumstances which apply as to dimensions, quality, durability, appearance,

finish and other relevant factors. The minimum standard width shall be 3

metres.




Footpaths in open space non-vehicular access ways (Section 1.6.12.2 below)

shall be a designed to a width appropriate for the intended use.

F1.6.12.2. Pedestrian Accessways, Cycleways and Shared Paths

Non-vehicular accessways comprise pedestrian accessways (including steps and

ramps), cycleways and combined cycle and pedestrian accessways.

All non-vehicular accessway pavements shall be concrete surfaced and

constructed to the standards specified for footpaths. Provision shall be made

for stormwater disposal, fencing, handrails and lighting as appropriate.

Pedestrian and cycle accessways are best provided by an integrated local

network of landscaped open space areas. These accessway areas may be on

reserve land rather than legal road and may constitute part of the public reserve

requirements of subdivision and land development. Narrow-width accessways

compromise user safety, and are to be avoided. The minimum width of a

pedestrian and cycle access reserve at any point shall be 20 metres. The sides

of accessways shall be fenced where appropriate and the road frontages shall be

provided with suitable vehicle barriers. Motor-vehicle rail barriers (see drawing

M2.39) shall be provided at both ends of all pedestrian accessway pavements.

Cycle access is best provided by an integrated city wide network of inter-linked

or continuous cycleways. Crossings constructed at time of subdivision shall be

heavy duty. The inclusion of cycleways, either on road cycle lanes, exclusive off

road cycle tracks or shared off-road cycle and pedestrian paths, shall be

considered with each new road construction. The type of facility is dictated by

the traffic volumes which are shown on Drawing M2.37. The routes are to

comply with the Napier City Council’s Cycle Strategy. Dedicated cycleways shall

be designed in accordance with the relevant Austroads Design Guides, and with

the New Zealand Traffic Regulations. Where access ways are intended to

accommodate both cycles and pedestrians they shall be designed as shared

cycle/pedestrian accessways in accordance with Austroads guides.

F1.6.12.3. Cycleways

Provision for cyclists on and off the carriageway shall be subject to scheme plan

approvals and designed in consultation with the Road Asset Manager and, where

appropriate, the Reserves Asset Manager. Where cycle lanes on a carriageway

are not required, the Road Asset Manager may reduce the width of the road.

Provision for cyclists on the carriageway should be in line with “engineering best

practice” and generally in accordance with Austroads Traffic Management and

Design Guides.

F1.6.13. Threshold Treatment and Traffic Calming

Traffic calming measures may be required to ensure that the design speed

regime cannot be significantly exceeded and to create safe crossing points for

pedestrians and cyclists.

These may include, but are not limited to, threshold treatment using ramps,

changes in road textures, localized road narrowing and landscaped medians.

For details, refer to Drawing M2.42 and Austroads Road Design Guides.




F1.6.14. Urban Vehicle Crossings

F1.6.14.1. Urban Vehicle Crossing Standards

Crossings shall be provided between the kerb line or carriageway edge and the

road boundary at the entrance to all private-ways and service lanes and to any

lots, front or rear where access points are clearly identifiable at the subdivision

stage. The number of crossings shall be as detailed in Chapter 66 of the District

Plan.

The location of a vehicle access from a State Highway requires approval from

New Zealand Transport Agency.

Table F-2

Type Existing Road Standard Crossing Standard Required

A Roads formed to Code

standards

Concrete crossing from kerb to

boundary. Refer to Drawings M2.7 to

M2.9

B

Roads partly formed to Code

standards with grass berm

between kerb and seal edge.

Concrete crossing from kerb to

boundary. Tightly bound all weather

surface between kerb and seal edge.

Permanent surfacing required for all

crossings

C Roads without kerb and

channel

Tightly bound all weather surface with

permanent surface. Open drains piped

or traversed as for rural crossings.

D

Roads formed to A or B above

but with high kerbs and/or

steep crossfalls causing vehicle

overhang problems.

As for A or B above as appropriate but

with chequer plate crossing. Specific

approval of the Road Asset Manager

required. Refer to Drawing M2.10

All crossings shall be designed to the standards appropriate to the relevant

traffic loading and to the requirements of the Council "Vehicle Crossing

Requirements" and as detailed in Drawings M2.7 to M2.10.

Vehicle crossings shall be constructed at 90 degrees to the road centreline

wherever practical. Crossing angles less than 70 degrees will only be approved

in exceptional circumstances.

The visibility requirements for urban vehicle crossings shall be in accordance

with the Land Transport Safety Authority publication RTS 6 “Guidelines for

Visibility at Driveways”.

The vehicular driveway profile shall be designed to prevent vehicles from

scraping. Maximum allowable limits and vertical transitions must comply with

council’s Standard Drawing M2.33.

Pram and wheelchair crossings shall be provided at all road intersections as

detailed in Drawing M2.16.

F1.6.14.2. Location of Urban Vehicle Crossings (see drawing M2.48)

For single dwelling accesses, no crossing shall be located:

(a) On corners of local roads: closer than 7 metres to the intersection of

the street boundary lines.




(b) On corners of collector, principal and arterial roads: closer than 15

metres to the intersection of the street boundary lines or in conflict with

any traffic control devices.

For multi-unit developments with 2 or more dwellings, no crossing shall be

located:

(c) Opposite the corner on local roads, closer than 7 metres to the

intersection of the street boundary lines.

(d) Opposite the corners of collector, principal and arterial roads, closer

than 15 metres to the intersection of the street boundary lines.

For any development, no crossing shall be located:

(e) Within the kerb radius at intersections.

(f) Over any drainage sump.

(g) Within 3.0 metres of trees.

(h) In conflict with any other public infrastructure and street elements.

(i) Where the visibility requirements contained in the Land Transport Safety

Authority publication RTS 6 “Guidelines for Visibility at Driveways”, May

1993 cannot be achieved.

Where the proposed vehicle crossing is located in conflict with an existing

drainage structure and/or other utility authority structures in the street, the

applicant must bear all costs associated with adjusting such structures, provided

the relevant authority has given approval.

F1.6.14.3. Width of Urban Vehicle Crossings

Vehicle crossing is to be sized and located to maximise the retention of on

street parking. Maximum size is dependent on providing at least 6 metres

separation between wings, at the kerb, to an adjoining vehicle crossing.

Minimum widths will apply in areas with high on street parking demands, and

where on street time restrictions are in place.

The following widths shall apply:

(a) The maximum width of residential vehicle crossing at the boundary and

at the kerb line, not including splays, shall be 6 metres. The minimum

width of the crossing at the boundary shall be 2.7 metres. (urban infill),

or 3.0 metres (greenfields).

(b) Where two residential vehicle crossings are combined the maximum

total width at the boundary and at the kerb line, not including splays,

shall be 9 metres.

(c) The maximum width of commercial vehicle crossings at the boundary

and at the kerb line, not including splays, shall be 6 metres. The

minimum width of the crossing at the boundary shall be 3.5 metres.

(d) The maximum width of industrial vehicle crossings at the boundary and

at the kerb line, not including splays, shall be 9 metres. The minimum

width of the crossing at the boundary shall be 3.5 metres.

Council may approve wider vehicle crossings where special circumstances exist.




F1.6.14.4. Pedestrian Safety Refuges

To provide a safe refuge on footpaths, for pedestrians, and the users of

wheelchairs or mobility scooters, the minimum distance between any 2 crossings

(including splays), shall be 2 metres.

F1.6.15. Rural Crossings

F1.6.15.1. General

New Zealand Transport Agency is the road controlling authority for State

Highway 2, State Highway 5 and State Highway 50 within the Napier City Council

boundaries and retains control of the location, design and construction

standards of crossing places and road intersections within those state highways.

Vehicle crossings shall be provided between the sealed road edge and the road

boundary at a defined and formed access point to every rural lot as specified in

Chapter 66 of the District Plan Part C.

F1.6.15.2. Vehicle Crossing Standards on State Highways

Any vehicle access from a State Highway requires specific approval from New

Zealand Transport Agency.

State Highway vehicle crossing standards are contained in Transit New Zealand’s

Planning Policy Manual and as far as practical this Code is consistent with the

manual current at the time of preparation. Transit’s policies are modified from

time to time and shall take precedence over this Code.

Transit New Zealand’s standards differ from this Code in several respects. In

particular, Transit applies the concept of “effective car movements” to determine

the appropriate crossing detail while Napier City Council applies standards

according to the land use the crossing is intended to serve.

F1.6.15.3. Rural Vehicle Crossing Standards

The locations, widths, grades and other details such as culverts, headwalls,

tapers and widening shall be designed according to Drawings M2.11 to M2.14,

and the latest versions of the following design guides published by the Land

Transport Safety Authority:

RTS 6 “Guidelines for Visibility at Driveways”

RTS 3, “Guidelines for Establishing Rural Selling Places”

All crossings shall be formed with a permanent surface appropriate for the

intended use.

Vehicle crossings shall be constructed at 90 degrees to the road centreline

wherever practical. Crossing angles less than 70 degrees will only be approved

in exceptional circumstances. Where an accessway then turns, a minimum 8

metre long straight shall be provided from the edge of the carriageway.

The gradient of entrances shall not be steeper than +5% or –5% over the distance

from the carriageway to the boundary and shall have adequate crossfall to

prevent water flowing onto the road.

Culvert diameter shall be such that the capacity of the drain is not reduced. No

culvert shall have an internal diameter of less than 300 mm on Napier City

Council roads or less than 375 mm on state highways.




The approval of the Hawke’s Bay Regional Council is required for all culverts

crossing HBRC drains. It shall be the developer’s responsibility to determine if

the drain is part of the Regional Council’s drainage network.

Headwalls shall be provided at all culvert inlets and outlets, as per precast

concrete headwalls drawing M3.18, or bevelled pipe headwalls drawing M2.35.

In low-speed environments, headwalls may be constructed with insitu concrete,

or ground-treated timber with timber or steel piles. For walls less than 1 metre

high, rock and concrete mortar or bagged lean-mix concrete may be used, and

sloped back at 3:1. Road Asset approval is required to install these alternative

headwalls.

For each use of a culvert headwall on a rural road, a site specific risk assessment

shall be undertaken, to determine if the headwall meets current safety

requirements. Where protection is necessary, traversable and mountable grates

for precast headwalls shall be used in accordance with TNZ technical

memorandum NO. TM 4006, to mitigate the hazards.

F1.6.15.4. Application of Crossing Standards

The standards described in drawings M2.11 to M2.14 (Appendix M), and the RTS

guidelines are applied in accordance with the hierarchy and speed environment

of the road and the type and volume of vehicles using the crossing. For all

Napier City Council roads the type and volume of vehicles are determined by the

land use.

Table F-3

This table sets out the type of crossing, reference to the drawing number in Appendix M2,

which shall be used for various land uses, road hierarchies, and speed environments.

Conditions A or B detailed below, determine which sight-line scenarios must be adopted.

Crossing

Classification

Road Classification

Minor Local Major Local Collector Arterial and

Principal

State Highway

(refer note 6)

Low Volume

Residential

1-4 Dwellings

M2.11

(Condition A)

M2.11

(Condition A)

M2.11

(Condition A)

M2.11

(Condition B)

M2.11 [<10,000 vpd]

M2.13 [>10,000 vpd]

(Condition B)

Low Volume

Residential

5-8 Dwellings

and low-

volume

commercial

(refer note 2)

M2.11

(Condition A)

M2.11

(Condition A)

M2.12

(Condition A)

M2.12

(Condition B)

M2.13 [<10,000 vpd]

M2.14 [>10,000 vpd]

(Condition B)

Low Volume

With Heavy

Vehicles

(refer note 3)

M2.11

(Condition A)

M2.12

(Condition A)

M2.13

(Condition A)

M2.13

(Condition B)]

M2.13

(Condition B)

High Volume

(refer note 4)

M2.11

(Condition A)

M2.12

M2.13

(Condition A)

(refer note 5)

M2.13

M2.14

(Condition B)

(refer note 5)

M2.13

M2.14

(Condition B)

(refer note 5)

M2.14

(Condition B)

Condition A RTS 6 CA & BD sight

lines required Condition B

RTS 6 CA & BD,

CE & DE sight lines required




NOTES:

(1) NZTA determines crossing requirements according to the number of

effective car movements (ECMs) e.g. one truck movement may equal

three car movements. The method of calculating ECMs must be

obtained from NZTA.

(2) Low volume commercial crossings serve agricultural, commercial and

other non-residential activities generating less than 60 light vehicle

movements per day.

(3) Low volumes of heavy vehicles such as dairy collection.

(4) High volume crossings serve commercial premises such as roadside

stalls, wineries and fruit packing operations, and non-commercial

activities generating more than 60 light vehicle movements per day.

(5) The higher standard shall generally apply where the speed environment

(the 85th percentile speed) is greater than the posted speed limit.

Some flexibility is required because of the variable nature of rural

collector and arterial roads.

Independent traffic engineering opinion may be required in cases where

there is doubt about the appropriate configuration to employ.

(6) The rural crossings listed under State Highway are for guidance only.

Confirmation of which type of rural crossing to be used is required from

NZTA.

F1.6.16. Reverse Manoeuvring

Accesses onto all rural sites, and onto any urban site with access off an arterial

road or state highway, must be provided with sufficient space to ensure that no

reverse manoeuvering is necessary, onto or off the road.

F1.6.17. Service Stations

Access to and from service stations shall be designed using the LTSA “Road

Safety Guidelines for Service Stations” RTS 13, March 1996. The design of

service station layouts shall be carried out by persons with recognised traffic

engineering credentials.

F1.6.18. Berms (Urban)

Berms shall be constructed utilising not less than 100mm compacted thickness

of loam topsoil placed over a base material capable of allowing root penetration

and sustaining growth. All topsoil shall be free of oxalis, couch and other

persistent or noxious weeds. Berm dimensions and crossfalls (4%) shall comply

with the details set out in Drawing M2.18.

Grassed areas for tree planting and landscape planted areas which are within the

road reserve and additional to the minimum berm width shall be specifically

designed, and in these areas steeper gradients may be permitted to a maximum

of 20% providing the area can be mown or otherwise maintained. Where a berm

crossfall greater than 8% is proposed, the Design Co-ordinator shall produce a

cross-section along the individual property accesses to show that the sag or

summit curves at vehicle crossings can be satisfactorily negotiated by a 90th

percentile car.




F1.6.19. Road Shoulders/Berms (Rural)

Road shoulders and berms shall provide for parking, pedestrian and stock

movement.

All roads shall have shoulders and side slopes between the carriageway and side

drains/water tables as detailed in Drawing M2.1.

All roads shall have a grass berm of not less than 1.5 metres wide on both sides

except where the road is in cut of at least 4 metres high. The berms may be

formed on the 1 in 5 side slopes, or they may be formed on the road boundary

side of the side drains.

Rural berms shall be topsoiled to the same standards as for urban berms.

F1.6.20. Road Batter Protection

All cut or fill road batters shall be stabilised following completion of earthworks

to establish a uniform and permanent vegetation cover over the whole area.

Council approval of the proposed stabilisation method is required at design

stage.

Options for stabilisation include sowing of grass seed, hydro-seeding, mulching

or benching with planting and grass seeding on the batter slopes.

F1.6.21. Trees

Trees shall be planted in all residential road reserves. A tree planting plan shall

be provided with the design documentation. Trees shall be selected after

discussion with the Council Reserves Asset Manager. Provision shall be made for

not less than one tree for each alternate lot frontage, on average. Trees shall

be identified by scientific name and planted in locations in which topsoil has

been locally deepened to not less than 450 mm deep by 450 mm diameter.

(Refer to Performance Criteria in Chapter 66 of the District Plan Part B Section

B22).

F1.6.22. Kerb and Channel

Concrete kerbs and channels shall be provided on both sides of all urban

carriageways. Rural cul-de-sac heads shall have kerb and channel or flush nib to

protect the seal edge. Dimensions shall comply with Drawing M2.19 and

gradients shall not be flatter than 1 in 400. Vertical faced kerbs shall be

constructed in all arterial, principal and collector roads and all traffic islands.

Mountable kerbs may be constructed in roads classified below that of collector

status.

Where widths and crossfall are such that stormwater control is required on one

side only of the carriageway, the channel may be replaced by a nib or kerb on

the higher side (refer Drawing M2.19). Special provision for roof water drainage

shall be made.

In cases where roof stormwater is to discharge into vertical faced kerbs,

standard kerb adaptors shall be installed for a connection (see Drawing M2.40).

Where mountable kerb and channel is used, or where the site is below kerb level,

a direct connection to the public stormwater drainage system shall be provided.




F1.6.23. Subsurface Drainage

Piped subsurface drainage shall be provided in high water table areas to protect

road formations from deterioration or loss of strength.

Where considered necessary, piped subsurface drainage shall be provided on the

upslope side of roads in hill areas and on the downslope side where the

downslope side is in cut.

Subsoil drainage shall be provided in all medians/traffic islands, etc where

surface treatment other than concrete has been provided.

All piped subsurface drains shall discharge by gravity into sumps or manholes of

the public stormwater drainage system.

Subsurface drains shall be subject to specific design. Typical subsurface drain

details are shown on Drawing M2.24.

F1.6.24. Dished Channels

Dished channels complying with, Drawing M2.20 may be used where specifically

approved by Council. Examples of possible uses include:

a) Dished channels in carriageways and parking bays (including bus bays)

Where it is not possible to provide for the parking bay camber to be a

continuation of the road crossfall.

b) On footpaths or accessways.

Where the contour of the finished ground level is such that a low level footpath

is the only practical option, a channel shall be provided. This shall follow the

same gradient as the footpath. Sumps shall be constructed to collect the surface

water. Where a significant amount of surface water will be concentrated and

adjacent to a footpath in a pedestrian accessway, it shall be collected by a

dished channel and disposed of through a sump.

In other situations where a lined side drain is required for grade control or

because of limited berm width, a precast or insitu concrete channel of

appropriate capacity and profile shall be used.

The capacity of the dish channel on all sections shall be determined to meet the

stormwater discharge.

300 mm wide dish channel may be used in car parks with smaller catchment

areas.

F1.6.25. Side Drains/Water Tables

All rural roads shall have feather edges and berms sloped at 5 horizontal to 1

vertical leading to side drains or water tables of sufficient depth to ensure

drainage of the road subgrade on both sides of the carriageway.

To minimise earthworks in major cuts side drains may be replaced by suitable

deep subsoil drains. Side drains may also be omitted where the carriageway is

on an embankment above land without available channelled drains. In such

cases the road may be designed so as to provide for sheet runoff to the adjacent

land surface, providing the natural pre-existing drainage patterns are not

altered.




Where side drains are required they shall be sized to suit the flows discharging

to them. Side drains shall be intercepted at regular intervals and discharged to

the nearest available watercourse, gully or natural drainage path. All discharge

points shall have outlets protected from scour and shall be located to minimise

the risk of slope instability.

Such discharges shall be subject to the approval of affected property owners and

be shown to be neither diverting catchments or significantly changing peak

flows or flow patterns.

F1.6.26. Road Safety Barriers

Where roads, private ways or other vehicular or pedestrian access, whether

public or private, run parallel with land which drops away to a height of greater

than 1 metre at an angle of greater than 45 degrees within 2 metres of the edge

of the road or footpath, the side shall be provided with safety barriers to protect

pedestrian and vehicular traffic.

Safety barriers for pedestrian and cycle access shall comply with the design

requirements of the New Zealand Building Code (NZBC) Document D1, And

NZS/AS 1657.

Safety barriers for vehicular traffic in urban areas shall comply with the

requirements of NZTA RTS/11 “Urban Roadside Barriers and Alternative

Treatments”. Vehicle safety barriers in rural areas shall comply with AS/NZS

3845, TNZ M/17P, and NZTA M/23, as appropriate.

F1.6.27. Culverts and Bridges

Part I (Stormwater) of this Code shall be read in conjunction with this clause. In

addition to these requirements the following shall apply:

(a) The minimum diameter of culverts under roads shall be 375 mm.

(b) On rural roads sumps and other types of drop structure shall only be

used where specifically required.

(c) All bridges shall be subject to specific design.

(d) All road bridges shall be designed for the appropriate Class 1 loadings

regardless of the location in the road network.

(e) All bridges shall conform to the technical requirements of the New

Zealand Transport Agency’s Bridge Manual.

F1.6.28. Stormwater Sumps

Sumps shall be provided at spacings to cope with design rainfall intensities, at

all low points, at all intersections and at any other locations required to stop

ponding and adequately allow entry of design flows to the main stormwater

drainage system. Refer the Stormwater design section of this Code for detailed

requirements for sumps (Section I1.15)

Typical sump details are shown in Drawings M2.21 to M2.23.

F1.6.29. Lighting

Lighting of roads, service lanes and pathways for pedestrians or cyclists, shall be

to the standard of illumination recommended in AS/NZS 1158: "Lighting for

roads and public spaces" as described in Section F1.10 of this Code.




All lanterns and poles shall be of a type approved by Council. The criteria for

approval will include compatibility with existing lighting infrastructure and on-

going operational and maintenance requirements.

F1.6.30. Traffic Services and Road Furniture

The design shall incorporate all road marking, road signs, edge markers, road

name plates and other facilities appropriate to the road type and its position in

the road hierarchy.

F1.6.31. Survey Benchmarks

Survey benchmarks shall be provided at no more than 1 kilometre centres on all

roads, in accordance with Chapter 66 of the District Plan, Section B21, and shall

be established by a registered surveyor.

F1.6.32. Rural Road Boundary Fencing

Appropriate fencing shall be provided on all road boundaries in rural

environments. Boundary fences shall be constructed to satisfy the minimum

standards described in the second schedule of the Fencing Act or to an

alternative standard described in a written agreement with the adjacent

landowner.

Road boundary fences shall be located on the legal road boundary. Subject to

the minimum legal road widths in Appendix C1 (Chapter 66) road boundaries

shall be determined with practical fence alignments in mind. The relevant road

controlling authority shall be consulted where the maintenance of batters and

drainage facilities may be affected by the boundary fence alignment.

F1.6.33. Network Utilities In Legal Road Reserve

All network utility services shall be designed and installed in accordance with

Chapter 66 of the District Plan, Part C 5.

F1.7. PAVEMENT STRUCTURAL DESIGN

F1.7.1. CBR Design Method for Flexible Pavements

The following provides an acceptable design basis for flexible pavements with

thin surface coatings (e.g. chipseal, asphaltic concrete of 40 mm or less, and

concrete pavers). Designs for any other form of pavement shall be fully

engineered based on appropriate design codes and guidelines.

All CBR testing shall be carried out by a laboratory with recognised registration

or quality assurance qualifications.

For roads with a design loading of up to 105

EDA/ESAs pavement design may be

based on Part B of the ARRB Sealed Local Roads Manual, or Austroads pavement

design guides for light traffic. The pavement thickness shall be computed from

the pavement design curves provided for a 95% confidence limit. Soaked CBR

values of the pavement subgrade and subbase materials shall be used and the

pavement designed for the estimated number of EDAs (NZ) or ESAs (Aust.) over a

50 year design life. Thin bituminous surfacings shall not be considered part of

the pavement depth.

Pavements subject to design loadings in excess of 105

EDA/ESA shall be

designed using the full mechanistic process contained in the Austroads

Pavement Design Guide, including the New Zealand Supplement.




Regardless of the design procedure all public roads shall not have less than 300

mm total pavement thickness.

F1.7.2. CBR Tests

CBR values shall be determined in the laboratory to test 6.1.1 or 6.1.2 of NZS

4402: Part 6 as appropriate. For subgrade material which is sensitive to

remoulding but will not be disturbed during construction undisturbed samples

may be used for CBR testing (test 6.1.2). Otherwise samples shall be

manufactured in the laboratory at a water content equal to that in the field. The

CBR values used in the pavement design shall be soaked values.

A selection of samples for subgrade CBR testing shall be taken at various depths

of between 150 mm and 450 mm below the estimated subgrade surface level.

All CBR values used shall be the lower 10th

percentile of the tests taken and

where this value exceeds 15 a CBR value of 15 shall be used.

In areas of extremely poor subgrade, material replacement or modification to

improve the subgrade performance will be required. Options also include

stabilised subgrade, undercutting of the subgrade and increasing the depth of

the subbase layer, and the use of geotextile materials. Any such techniques

shall be identified and designed on an individual basis.

Aggregate CBR tests shall be taken as soaked, and the results shall be used with

caution and with due consideration to the stiffness of the underlying layers.

For local roads, an alternative method of determining subgrade CBR in non-

granular materials by using a Scala Penetrometer, may be approved by the

Council. This must be discussed with the Council before use.

Confirmation that subgrade strength equals or exceeds the design value shall be

provided prior to the construction of the pavement layers. This is covered in

detail in Section F2.3 and F2.4 of this Code.

F1.7.3. Determination of Traffic Loading

The design life traffic loading shall be calculated using an appropriate

recognised method. Both the ARRB sealed local roads manual, and the Austroads

Pavement Design Guides, contain suitable methodologies. The minimum EDA to

be used is 3 x 104

For new subdivisions and areas identified for future

development or redevelopment, the design traffic shall take account of both the

construction traffic associated with the developments and the in service traffic

for the subdivisions and any future developments within the likely traffic

catchment for the road.

F1.7.4. Design Documentation

Pavement designs shall be presented for approval accompanied by the following

minimum information:

(a) Calculations showing the derivation of design life traffic loading

(b) Subgrade soil description and soaked CBR test results

(c) Any subgrade modification or transition layers proposed

(d) Subbase material description and any test results required

(e) The proposed surfacing. This information shall be shown on the typical

cross-section.




F1.8. SURFACING DESIGN

F1.8.1. Chipseal Surfaces

All first cost chip seals shall be either a double-coat wet lock seal, or racked–in

seal, except that racked-in seals may not be used in commercial or industrial cul-

de-sacs, or in other areas where manoeuvring of heavy vehicles can be expected.

The sealing chip sizes shall be grades 4 and 6 on urban roads below arterial

status, and grades 3 and 5 on arterial and above urban roads, and on all rural

roads.

F1.8.2. Asphaltic Concrete Surfacing

Cul-de-sacs, residential roads, service lanes, industrial / commercial roads, and

rights-of-way, may be surfaced with a minimum compacted thickness 25 mm of

asphaltic concrete, complying with the TNZ Specification M/10.

A waterproofing prime coat or first coat seal shall be constructed prior to the

laying of all asphaltic concrete surfacings of 40 mm or less thickness. The seal

coat shall consist of a minimum residual binder application of 1.0 litres per m2

of penetration grade bitumen and the minimum chip size shall be grade 5. No

cut back shall be used in such seal coats.

F1.8.3. Surfacing of Industrial/Commercial Roads

Surfacing of industrial/commercial roads and cul-de-sacs, where manoeuvring of

heavy vehicles can be expected shall utilize asphaltic concrete specifically

designed of minimum compacted thickness 40 mm.

F1.8.4. Concrete Paver Blocks

Concrete paver block surfacings are classified as thin surfacings. In designing

pavements with concrete paver surfacings no residual strength may be assumed

from the paver blocks themselves. Further to this, the pavement design shall

also recognise the lower standard of surface waterproofing typical of paver block

surfacings.

F1.9. TRAFFIC SERVICES DESIGN

F1.9.1. Traffic Signs and Road Name Plates

All traffic signs shall be specified and located in accordance with Part 1 of the

NZTA Manual of Traffic Signs and Markings (MOTSAM), current at the time of

construction.

Road name plates shall be specified and located in accordance with Drawings

M2.25 and M2.26.

F1.9.2. Pavement Markings

All pavement markings shall be specified and located in accordance with Part 2

of the current Transit New Zealand/ NZTA Manual of Traffic Signs and Markings.

F1.10. ROAD LIGHTING DESIGN

F1.10.1. General

Lighting systems shall be designed by a suitably qualified and experienced

designer in accordance with AS/NZS 1158: Lighting for Roads and Public Spaces

supplemented by Lighting for Roads and Public Spaces – Infrastructure Design




Guide adopted by The Energy and Efficiency Conservation Authority (EECA).All

electrical and information cabling associated with road lighting shall conform to

the standards set by the relevant network operator.

All lighting poles shall generally be located on the road reserve and should not

be located more than 300 mm from the road boundary. In urban situations they

shall wherever possible be located on the extension of the boundary line

between lots or within 300 mm of such extension. In the case of central median

locations they should be placed as near to the centre of the median as possible.

F1.10.2. Urban Roadway Lighting Design

The design of lighting shall be based on the road hierarchy, refer Sections F1.4

and F1.5 of this Code, Appendix 22 of the District Plan and the appropriate

standards. In general urban roadway lighting should be designed to provide

safety for vehicles, cyclists and pedestrians. Typical layouts of lighting

arrangements are shown on Drawing M2.27.

Lighting for accessways in public areas will require specific design, to AS/NZS

1158.

Lighting shall be selected to have a high illuminating efficiency and to provide

no more illumination than is necessary for safety. Lighting shall be located to

minimise light shining upon residential windows, or into the eyes of drivers,

pedestrians or cyclists.

Lighting design needs to take into account the maintenance requirements of

lights when in service. Council will not approve lighting components which do

not have a proven and certified maintenance performance history, or which are

made from inappropriate materials. Particular attention needs to be taken of the

sensitivity of lighting components to UV damage.

Council’s preference is for vested roadway lighting to comply with the following:-

(a) Housing should be nonferrous metal with a non-corrosive bolt securable

clamp for fastening onto pole/column support arm spigot or pipe/tube

protrusion.

(b) Certification to show that the aluminium alloy copper content has a

maximum value of 0.1% to be provided.

(c) Certification of paint treatment system to include paint thickness

testing and corrosion proof properties to be provided.

(d) Flat glass diffuser with internal integral tilting mechanism to allow for

horizontal mounting on existing brackets up to 15% above horizontal.

(e) Control gear should be electronic or magnetic with built-in thermal cut-

out for use with metal halide and high pressure sodium lamps.

(f) Control gear to be on tool-less removable gear tray.

(g) International Protection (IP) rating of the fitting to be IP66 minimum.

(h) All terminations in the base of the streetlight column or pole must

terminate within an encapsulated proprietary branded device that

ensures a Multiple Earth Neutral (MEN) point is established in

accordance with the Electricity Regulations, Codes of Practice and

Standards.




The following is a summary of minimum information that needs to be provided

for each product submitted for evaluation:

(i) Test certificate for IP rating.

(ii) Test certificate for maximum wind force rating.

(iii) Test certificate for vibration stress test.

(iv) Test certificate for Mechanical Impact Protection rating (IK)

(v) Test certificate of thermal endurance and thermal testing requirements.

If the developer chooses to install roadway lighting that varies from the above

standards, they shall pay Council a capitalised maintenance charge, based on the

additional installation, operational and maintenance costs, as compared to

standard street lighting.

Additional costings shall be calculated over a 30 year life period, and in present

value terms using a discount rate of 8%. (Refer to NZTA Economic Evaluation

Manual).

Any road lighting that varies from the complying standard, must still be

designed in accordance with AS/NZS 1158 “Lighting for roads and public

spaces”.

F1.10.3. Rural Roadway Lighting Design

Lighting on rural roads is provided for vehicle safety in hazardous areas such as

intersections. Any new road intersecting with a Rural Arterial or Rural Collector

road will require a minimum one light on the opposite side of the main road and

an additional light installed on the intersecting road.

F1.11. MATERIALS

F1.11.1. Testing

All appropriate material testing shall be carried out by testing laboratories with

recognised registration or quality assurance qualifications.

F1.11.2. Concrete

All concrete shall be ready mix concrete supplied from an approved ready mix

plant, and conform with NZS 3109. Extruded and in-situ kerb and channel and

dish channels, sumps, footpaths, residential crossings and commercial /

industrial crossings, shall have a minimum 28 day compressive strength of 20

MPa.

F1.11.3. Subbase Aggregate

A variety of materials may provide satisfactory performance in the subbase layer

providing the pavement layer depths are designed accordingly. The pavement

design shall specify the subbase material to be used and provide soaked CBR

test results confirming that the material is compatible with the design. The

aggregate shall have a minimum crushing resistance of 100 KN when tested in

accordance with NZS 4407: 1991 Test 3.10, and shall produce a minimum CBR

of 40 when tested in accordance with NZS 4407:1991 Test 3.15 after

compaction.

The minimum subbase aggregate requirements are that the material shall be

able to be constructed in accordance with TNZ B/2 including compaction




standards and surface shape tolerances. The maximum particle size shall be the

lesser of 80 mm or 40% of the layer depth in accordance with B/2.

The TNZ M/3 “Notes on Subbase Aggregate” is useful in specifying subbase

aggregates.

F1.11.4. Basecourse Aggregate

Basecourse aggregate shall comply with TNZ M/4.

Refer to Table 5 in the M/4 specification for details of the “Napier River Gravel”

regional variant.

F1.11.5. Transition Layer

Any transition layer shall be included in the approved pavement design. The

transition layer material may be a filter aggregate complying with TNZ F/2 or an

approved geotextile filter fabric.

F1.11.6. Road Surfacing Materials

The road surfacing material shall comply with the following:

(a) Asphaltic Bitumens shall comply with TNZ M/1.

(b) Sealing Chip shall comply with TNZ M/6.

(c) Asphaltic Concrete shall comply with TNZ M/10.

(d) AS/NZS 4455: Masonry Units, Pavers, flags and segmental retaining wall

units.


All materials for signs shall comply with the “Standard for the Manufacture and

Maintenance of Traffic Signs, Posts and Fittings” published by NZTA and the

Road Safety Manufacturers Association. Further to this specification, no timber

posts, plates or blades shall be used.

F1.11.8. Road Marking Paint

Road marking paint shall comply with TNZ M/7: Road Marking Paints.

F1.12. NON-PUBLIC ACCESSWAYS FOR OTHER THAN FRONT LOTS (Urban & Rural)

Non-public accessways include all roads and accessways that remain in private

ownership after completion of any development other than a front allotment.

The standards described in this section apply to the length of accessway on

private land. The length between the road carriageway to the road boundary is

controlled by Sections F1.6.14. and F1.6.15. of this Code. These two sections

include controls on the location of vehicle crossings which, in turn, affect the

location of accessways.

In all cases where the access is to be used or shared by more than a single

allotment or dwelling unit it shall be formed at the time of subdivision or land

development. Where urban accessways could be damaged by the subsequent

development of the allotments, Council may defer the requirement to complete

the pavement construction for a specified period.




Minimum formed and legal widths and other relevant standards shall be as

detailed on 4. Further to 4 the following geometric and drainage requirements

shall apply:

(a) All changes in horizontal alignment shall be formed by use of circular

curves.

(b) For all accessways other than commercial and industrial accessways, no

curve radius shall be smaller than that required for the passage of a

medium rigid truck as defined in RTS 18 New Zealand On-Road Tracking

Curves published by Land Transport New Zealand.

(c) For commercial and industrial accessways, no curve radius shall be

smaller than that required for the passage of a semi-trailer as defined in

RTS 18, the New Zealand On-Road Tracking Curves published by Land

Transport New Zealand.

(d) To ensure adequate manoeuvring space corner splays shall be provided

at all corners other than road frontages. For industrial and commercial

accessways corner splays shall be at least 5 metres x 5 metres and for

residential and rural accessways corner splays shall be at least 3 metres

x 3 metres.

(e) A turning head in the common area shall be provided at the end of all

accessways serving four or more allotments or dwelling units and on all

commercial and industrial accessways. Acceptable T & Y shaped

turning heads are shown in Drawing M2.31.

(f) For accessways serving up to 3 allotments or dwelling units, turning

heads in the common area are not required where it can be shown that

adequate turning area is available within each allotment, or within the

private areas in the case of multi-unit development.

(g) Centreline grades shall be:

not steeper than 1 in 5 except that grades of 1 in 4.5 may be

used on straight lengths of accessway over distances of up to 20

metres. However the first 6 metres of any access shall be not

steeper than 1 in 8.

not less than 1 in 400.

(h) All accessways shall be shaped with suitable falls for adequate drainage.

(i) Urban shared accessways and commercial and industrial accessways

less than 4.5 metres wide shall be widened to at least 4.5 metres at 60

metre maximum intervals to allow vehicles to pass. Rural accessways

shall have passing bays at 100 metre maximum intervals with driver

inter-visibility between adjacent bays.

(j) All urban shared accessways and all industrial and commercial

accessways shall have edge control consisting of kerb and channel, dish

drain or concrete nib which shall constrain and protect the pavement

and provide for collection and disposal of stormwater run-off.

(k) Rural accessways shall have adequate width to accommodate side

drains clear of each side of the carriageway.

(l) All urban and all commercial and industrial accessways shall drain to

sumps on the private side of the road boundary except that a sump is




not required where a residential driveway slopes to the road and the

catchment area does not exceed 60 m2

. With such direct discharge to

the roadside channel the accessway shall be formed so that the run-off

from a storm having a 10% probability of occurring annually will not

cause any nuisance to any other property. This provision may also be

used in the rural areas where the road is formed with kerb and channel

and no other roadside drain exists.

(m) The size of any discharge pipe required shall be determined in

accordance with the New Zealand Building Code document E1 Surface

Water, using verification method E1/VM1 or E1/AS1. Where the

discharge is less than or equal to that of a pipe with a nominal diameter

of 150 mm (DN 150) pipe then this may be connected to the kerb from

the sump, via one or two kerb connections as required. However, the

kerb may not always be an approved outlet point.

(n) Where the discharge is equivalent to a DN 200 pipe or larger, or when

the kerb is not the approved outlet point for a smaller discharge, then

the pipe(s) shall be connected to an approved outlet other than the

kerb. The discharges shall be equated to DN 150 at a grade of 1 in 120

and DN 200 at 1 in 180.

(o) Rural side drains may discharge directly to the road side drain and

where accesses pass over stormwater drains they shall be provided with

a culvert of size appropriate for the design flow of the drain but not less

than DN 300.

(p) Shared accessway pavements shall have a minimum design life of 20

years with appropriate maintenance for the type of surfacing

constructed.

(q) All urban, industrial and commercial accessways serving four or more

lots shall have a road name plate erected with the street name and

numbers of the properties contained in the accessway.

(r) Private roads shall be constructed to the same standard as public roads.




Table F-4 - Non Public Access minimum requirements for other than front Lots

Urban Residential DUs

(*for infill only)

(** for greenfields only)

Rural Residential DUs

(*Kerb & Channel Provided)

Commercial

Industrial Lots

Number of

DUs/Lots 1 2-3 4-8 1 2-3 4-8 1 2-4

Accessway width

(refer to note 1)

(*2.7 m)

(** 3.0m

3.0 m

4.8m

3.5 m

4.8 m

6.0 m

3.5 m

6.0 m

All weather

surface

Full

Length N/A N/A

First

5 m

Full

length

Full

length NA NA

Permanent surface

N/A

Full

Length

Full

Length No

First

5 m

First

5 m

Full

length

Full

length

Edge control

No

Full

Length

Full

Length No No No

Full

length

Full

length

Road lighting

(refer to note 2) No No

Recom

mended

No No No No

Recom

mended

Drainage

(refer to note 3)

First

5 m

Full

Length

Full

length

First

5 m

Full

length

Full

length

Full

length

Full

length

Manoeuvring

(refer to note 4) No Yes Yes Yes Yes Yes

Refer

Note 5

Refer

Note 5

Notes:

(1) Accessway width is the minimum width available for use by vehicles. To

determine the minimum legal access (boundary to boundary) width a

minimum of 250 mm, shall be added to any side where kerbing is used,

and where open side drains are used the actual width of the drain(s) shall

be added.

(2) Road lighting means lighting in accordance with AS/NZS 1158.

Road lighting installed on private property may be transferred to Council

ownership. If so the Developer will be required to pay to Council a

capitalised 50 year life maintenance cost, and create easements in favour

of Council to access and right to occupy. The capitalised cost will be

calculated by the Road Asset Manager and will be paid to Council prior to

issuing the section 224 certificate.

(3) Drainage includes all features required to intercept and control all run-off

and discharge it into the nearest approved stormwater system in

accordance with this Code. Further drainage may be required by the

building consent approval.

(4) Manoeuvring means the provision of a turning space sufficient to enable

vehicles to turn around within the accessway with reasonable facility.

N.B.For 2-3 lots, turning will be permitted within the lot, or right-of-way

For 4-8 lots, a specifically designed turning head must be included within

the right-of-way. (Drawing M2.32 refers)

(5) No reverse manoeuvring permitted onto or off any road.




F1.13. CAR PARKING

F1.13.1. Off Street Parking

The design of off-street parking facilities shall be in accordance with the District

Plan and AS/NZS 2890: Parking Facilities.




F2. ROADING – CONSTRUCTION

F2.1. GENERAL

Roads shall be constructed to the alignment, levels and standards detailed in the

approved drawings and specifications using the specified materials to achieve

the intended design life. The completed road pavements shall also satisfy the

maximum deflection requirements of Table F-1 in Part F1 of this Code.

This work may include the following:

Traffic pavements.

Pedestrian pavements including footpaths, accessways, steps and ramps.

Cycleways.

Drainage facilities including kerbs, channels, sumps, sump leads and

culverts.

Bridges.

Street lighting.

Traffic services including signs, road name plates, pavement markings,

traffic aids and safety barriers.

Street furniture and amenities including landscaping and tree planting.

F2.2. RELEVANT STANDARDS AND GUIDELINES

The following is a selection of relevant standards and related documents which

shall be used where applicable. The list is not exclusive and other standards

and guides accepted by the engineering profession at the time may be used

where appropriate. All standards shall be the current edition.

(a) TNZ B/2: Construction of Unbound Granular Pavement Layers

(b) TNZ F/2: Pipe Subsoil Drain Construction

(c) TNZ F/3: Pipe Culvert Construction

(d) TNZ P/3: First Coat Sealing

(e) TNZ P/4: Resealing (and second coat sealing)

(f) TNZ P/9: Construction of Asphaltic Concrete Paving

(g) TNZ P/12: Pavement Marking

(h) NZS 3109: Concrete Construction

(i) NZS 3114: Concrete Surface Finishes

(j) NZS 3116: Concrete Segmental Paving

(k) NZS 4402: Methods of Testing Soils for Civil Engineering Purposes

(l) All relevant Network Utility Standards

(m) NZTA Research Report No. 131 “Provisional Guidelines for Erosion and

Sediment Management during Roadworks”.

(n) NZTA Research Report No. 132 “Provisional Guidelines for

Environmental Management during Roadworks”.




F2.3. SUBGRADE CHECKING

The subgrade materials should be checked for conformance with the

assumptions made during the Geotechnical Investigation as soon as they are

exposed during the earthworks and, if necessary, the materials shall be re-

tested.

Where the soaked CBR results differ from the initial testing or assumptions then

a design review shall be carried out. The design review and any adjustments to

the pavement design shall be approved by Council before road pavement

construction commences.

Where there is any remaining variability in the subgrade the pavement design

shall be based on the subgrade material with the lowest soaked CBR value.

Subgrade surface finishing shall be in accordance with TNZ F/1.

F2.4. SUBBASE

Council inspection of the subgrade is required prior to the commencement of

pavement construction. Inspection requirements may include proof rolling at an

appropriate loading and confirmation that the subgrade surface is within the

specified tolerances for line and level.

No subbase layer material shall be placed until the subgrade has been

satisfactorily completed and approved by the Engineer.

The subbase layer shall be constructed in accordance with TNZ B/2.

F2.5. BASECOURSE

The basecourse layer shall be constructed in accordance with TNZ B/2. Council

inspection of this layer will be carried out jointly with the Construction Co-

ordinator.

F2.6. PAVEMENT DEFLECTIONS

Prior to placing the surfacing layer, pavement deflections shall be tested in the

wheel path in both lanes at an interval of 10 metres using the Benklemann Beam

method with a minimum axle load of 8.2 tonnes. No more than 10% of readings

shall exceed the deflection target for the appropriate type of road detailed in

Table F-1and no readings shall exceed 1.5 times the deflection target value.

F2.7. ROAD SURFACING

F2.7.1. General

Council inspection of the basecourse is required prior to the construction of the

surfacing. Pavement deflections shall be satisfactory prior to this inspection.

F2.7.2 Chip Sealing

All first coat seals shall be two coat wet lock or racked in seal coats and shall be

carried out in accordance with TNZ P/3.

All binder compositions and binder and sealing chip application rates shall be

determined in accordance with the relevant specifications and guidelines.




F2.7.3 Asphaltic Concrete

All asphaltic concrete construction shall be carried out in accordance with TNZ

P/9.

The minimum thickness of asphaltic concrete surfacing shall be 25 mm.

A waterproofing bituminous seal coat shall be applied to the basecourse prior to

surfacing.

F2.7.4 Concrete Block Pavers

Concrete block paver construction shall be carried out in accordance with NZS

3116 “Concrete Segmental and Flagstone Paving”.

F2.8. FOOTPATHS

Concrete footpaths shall be constructed on stable platforms on which no further

consolidation or movement shall occur. Any organic or unsuitable material shall

be removed and replaced with suitable subgrade fill. The whole formation shall

be thoroughly compacted and trimmed to the line and levels shown on the

drawings, and conform to Part E, Earthworks of this Code.

The concrete shall be laid on a bound AP40 basecourse layer with a minimum

thickness of 100mm. The basecourse shall be compacted to achieve a minimum

clegg hammer reading of 25 on the 4th

drop, and be trimmed to an even crossfall

of 1:50. Council inspection of the basecourse is required prior to the placing of

concrete.

Any porous areas shall be blinded with sand and if the foundation is dry it shall

be moistened in advance of placing concrete.

100 mm thick concrete paths shall be laid with construction joints at 3 metre

centres. If paths are constructed by continuous placement techniques, the joints

shall be cut by means of concrete cutting saw at 3 metre intervals to facilitate

controlled cracking. The cutting shall be carried out within 48 hours and shall

be to a depth of 40 mm. The paths shall be finished with an even, non-skid,

brush surface free of holes or protrusions to at least U5 standard in terms of

NZS 3114. The surface of paths shall not deviate by more than 6mm from a 3m

straight-edge at any point, and must not pond water. Concrete in footpaths shall

be cured for at least 7 days during dry weather.

Where required, vehicle and pram crossings shall be constructed in accordance

with the standard details appended in part M of this Code.

F2.9. KERB AND CHANNEL AND DISH CHANNELS

Kerb and channel and dish channel may be either boxed or extruded and shall

be in terms of Drawings M2.19 and M2.20 of this Code. The concrete shall be

laid on a 200 mm minimum AP65 subbase layer, and constructed in accordance

with TNZ B/2.

The subbase shall be compacted to achieve a minimum clegg hammer reading of

35 on the 4th

drop, and 95% of the maximum density determined by NZS 4402,

test 4.1.2. Council inspection of the subbase is required prior to the placing of

any concrete.




For boxed channels, formwork shall be clean dressed timber or steel sections

adequately oiled or otherwise treated to allow ease of striking without staining

or damaging of the stripped concrete surface.

The exposed faces of the channels shall present a smooth, uniform appearance

free from honey-combing or other blemishes to at least U3 standard in terms of

NZS 3114. No formwork shall be stripped until at least two days have elapsed

from time of pouring concrete.

For extruded channels, concrete shall be of such consistency that after extrusion

it will maintain the kerb shape without support. The extrusion machine shall be

operated to produce a well compacted mass of concrete free from surface

pitting.

All curves both horizontal and vertical shall be tangential to straights and at the

correct lines and levels to produce a finished kerb with smooth lines free of flats,

kinks and angles. The vertical alignment shall be true to grade, with no ponding

of water.

Construction joints shall be saw cut in all unreinforced kerb and channel at

maximum 6 metre centres. Where footpath adjoins kerb, control joints shall

coincide with every footpath joint. The concrete in the channels shall be cured

for at least 7 days during dry weather.

Where required, vehicle and pram crossings shall be constructed in accordance

with the standard details appended in Part M of this Code.

F2.10. VEHICLE CROSSINGS

Vehicle crossings shall be constructed in accordance with the standard details

appended in Part M of this Code.

Concrete crossings shall be laid on a bound AP40 basecourse layer, and shall be

compacted to achieve a minimum clegg hammer reading of 25 on the 4th

drop.

Any concrete vehicle crossing shall have expansion / contraction joints

positioned as required to protect the integrity of the crossing.

F2.11. BERMS AND TREES

Berms shall be formed after all other works have been completed. The berm

shall have a minimum topsoil depth of 100mm. The topsoil shall be of good

quality, free from weeds, stones, and other foreign matter, and shall be graded

to footpath edge and with a finished level 15 mm above the footpath level, to

allow for settlement. The cross-fall shall generally be 1 in 25 (4%).

After topsoiling the berm shall be sown with a bird repellent coated grass seed

mixture of the following proportions:

50% Turftype Winter Active Perennial

15% Chewing Fescue

15% Creeping Red Fescue

18% Tall Fescue

2% Brown Top

The sowing rate shall be a minimum of 40 grams per square metre.




Berms shall be sown, maintained, mown, be substantially free of weeds, and

achieve 90% grass strike prior to either:-

The issue of the Defects Liability Certificate (a)

The time at which Council takes over the development. (b)

Trees shall be planted in accordance with the approved landscape drawings and

staked and tied to neatly cut timber stakes capable of providing support to the

tree for at least three years. Root directors may be required to be installed with

trees adjacent to underground services. For root director installation details,

refer to drawing M2.47 of this Code.

F2.12. TRAFFIC SERVICES, ROAD FURNITURE, BENCHMARKS


All signs shall be installed in accordance with the “Standard for the Manufacture

and Maintenance of Traffic Signs, Posts and Fittings” published by Transit New

Zealand and the Road Safety Manufacturers Association.

F2.12.2. Pavement Markings

All pavement markings shall be applied in accordance with TNZ P/12: Pavement

Markings.

F2.12.3. Road Furniture

All above ground facilities other than essential items shall be located a minimum

of 1.5 metres from the carriageway. All road furniture items shall be

constructed as shown on the approved construction drawings.

F2.12.4. Benchmarks

Benchmarks shall be installed and surveyed as required by Chapter 66 of the

District Plan, Part B21.

Benchmarks shall be provided with levels in terms of Hawke’s Bay Local

Authority Datum 1972 and NCC 2014 Benchmark Network. The benchmark

surveying shall be carried out by a Registered Surveyor and the integrity of the

origin used shall be proven.

F2.12.4.1. Benchmark Integrity and Required Information

To meet the requirements of Section B21 of this document, the following

information shall be provided if the proposed subdivision/land development

results in the formation of any new urban road to be vested in Council.

Levelling Sheet

Legible level sheets with the following information shall be provided in either

hard copy or digital format;

Date of survey

Level Origin

Proof of double run levelling

Observations made to a minimum of two existing benchmarks.

Any mis‐closes and subsequent adjustments in the reduced levels shall be

highlighted.




Names and/or codes of new and existing marks observed

Name, type, serial numbers and calibration expiry dates of survey

instrument used

Type of levelling staff used

Weather conditions at time of survey including temperature

Name of surveyor who undertook the survey

Name and signature of licensed cadastral surveyor responsible for the

survey

Levelling Origin

The origin of any levelling run shall be benchmarks whose orthometric

height calculation date is no older than January 2014, and have a vertical

accuracy of no less than 3rd

order (3V) as per Land Information New Zealand

(LINZ) specifications.

If the proposed subdivision / land development is staged

development, then at each stage, new marks shall be levelled back to

1st

, 2nd

or 3

rd

order vertical benchmarks whose orthometric height calculation

date is no older than January 2014. This practice is to ensure that the vertical

accuracy of new marks is not progressively declining.

Mark Attribute File

In addition to the levelling sheet a spreadsheet shall be supplied providing all

attributes of any marks observed to including the following information. A

template for the required information below is provided in Appendix M1. This

spread sheet can be submitted in hard copy or digital formats.

Existing or new mark name and code (Napier City Council Sufi #, Land

Information New Zealand code/name, Land on line code/name)

Existing or new mark horizontal and vertical order

Hawke’s Bay Transverse Mercator co‐ordinates if available

Mark level (orthometric height) as stated in levelling sheet

Supporting plan numbers for existing marks if available

Historical level if applicable (where a historical level is proven incorrect)

Mark Type (Bronze plaque, old iron spike etc.)

Date of survey

Positional description

Lot and DP number mark is adjacent to

Name, code, vertical order and published height for Level Origin

F2.12.4.2. Protection of Survey Marks

It is an offence to knowingly destroy any survey mark. Survey marks to be

protected are outlined in the Land Information New Zealand (LINZ) “Specification

for the Protection of Survey Marks”. This document is available from LINZ and is




also available as a download from:- http://www.linz.govt.nz/geodetic/geodetic-

programme

Any survey marks at risk, protected as per the LINZ “Specification for the

Protection of Survey Marks”, shall be dealt with in accordance with LINZ

specifications.

In addition to the LINZ “Specification for the Protection of Survey Marks” the

developer shall be responsible for any survey mark with a LINZ order 1V – 4V (1st

– 4th

order vertical) identified as being at risk due to any proposed works within

the survey mark’s vicinity, within private or public parcels.

The developer must employ the services of a licensed cadastral surveyor to offset

the survey mark before it is disturbed and when appropriate re‐instate or replace

it once works are completed.

The offset, re‐instated or new survey mark shall be installed to the same

standards and accuracy as its predecessor and with levelling sheet and mark

attribute file as specified in F2.12.4.1, submitted to Napier City Council.

In addition, a diagram of the offset, re‐instated or new survey mark must be

submitted showing the following:

The relationship between the offset, re‐instated or new survey mark to the

destroyed mark.

Ties to surrounding cadastral survey marks to prove its position.

Location details with offset distances to surrounding features.

If the existing survey mark (1V – 4V) is part of LINZ geodetic database,

appropriate plans and information for the re‐instatement or new benchmark

instatement shall be provided to LINZ by a licensed cadastral surveyor at the cost

of the developer. Marks must be re‐instated or replaced to the same standards

and accuracy as its predecessor.

F2.13. ROAD LIGHTING

All construction of new road lighting shall be carried out by specialist installers

approved by Council.

F2.14. INSPECTION AND TESTING

A summary of Roading Inspection and Testing Requirements is scheduled in

Appendix M5.

F2.15. AS BUILTS AND COMPLETION DOCUMENTATION

On completion of construction, documents as required by Chapter 66 of the

District Plan, Part A, and as detailed in Appendix M1, (As-Built Information

Requirements) shall be provided by the Construction Co-ordinator.

http://www.linz.govt.nz/geodetic/geodetic-programme

http://www.linz.govt.nz/geodetic/geodetic-programme

CODE OF PRACTICE FOR SUBDIVISION Part G1 – Water Supply -


Napier City Council JULY 2015 G-51

G. WATER SUPPLY

G1. WATER SUPPLY – DESIGN

G1.1. INTRODUCTION

Water supply facilities include water uptake, storage, treatment and distribution

via limited access trunk mains and multiple access local networks, along with all

appurtenances necessary for a secure supply and adequate fire supply.

A water supply system shall be provided in areas where an operative water

supply system is available or where in the opinion of Council a system is

required for an area being developed.

This Code sets out requirements and standards for water supply systems in two

categories.

(a) Where an urban standard of water supply is to be installed.

(b) For land zoned Rural when an urban standard is not required or

requested (Rural Water Supply). These particular conditions start at

Clause G1.20.

G1.2 RELEVANT STANDARDS AND GUIDELINES

The design of water supply facilities shall be carried out to appropriate technical

standards and Codes and supported by full calculations and information on

features incorporated.

The following is a list of currently available relevant standards and guidelines.

The list is not exhaustive and other standards and guidelines may be approved.

The latest revision dates are listed in Appendix M7.

(a) Ministry of Health Drinking Water Standards for New Zealand

(b) NZ Fire Service Code of Practice for Fire Fighting Water Supplies.

(c) Relevant National Standards, listed in Appendix M7.

(d) Relevant NCC Water Supply Bylaws

G1.3 APPROVALS

Council approval shall be obtained for any proposed connection to a piped water

supply service under Council control. Approval shall be obtained in writing

before work commences. The approval to connect will be based on the capacity

available as well as the engineering aspects for the proposed works.

Connections to piped systems controlled by the Council will be carried out by

the Council at the applicant’s expense.

G1.4 GENERAL REQUIREMENTS

The provision of water mains shall apply to all existing or proposed roads where

a water supply is available or where the installation of a system is identified in

the 10 year capital programme.




Water reticulation systems shall be designed to supply adequate volumes at

adequate pressure to cover both consumption and fire demand. Locations of

mains and rider mains shall as far as possible comply with the positions defined

on Drawings M2.18 and M4.1 to M4.7. (See Part M).

The water supply system shall be designed to avoid contamination and minimise

pressure variations in the reticulation. The reticulation shall be designed to

avoid airlocks, taste, odour and discolouration problems.

Service connections shall be provided to all lots along with meters and backflow

preventers, where required by Council. All connections of DN15 and DN20 shall

be fitted with meter manifolds. All lots shall have fire-protection in accordance

with NZS PAS 4509, and be within the required distance from fire hydrants that

can supply sufficient water for fire fighting purposes.

G1.5 DESIGN STANDARDS

Designs shall be based on the maximum expected catchment demand during

the lifetime of the facility. This should be based on the District Plan zonings

including all relevant deferred zonings.

Mains shall be designed to cope with each of the following cases:

(a) the peak demand on the maximum day.

(b) fire flow plus two thirds of the peak demand on the maximum day.

In both cases residual pressures shall not be less than the minimum required by

this Code.

Pumps where required may be "in line" or "off line" systems but in all cases shall

be isolated by valves and accessible for maintenance. All pump stations shall

incorporate a standby pump to cover emergencies and facilitate maintenance.

Design of pump stations shall consider transient pressures (such as water

hammer) and shall incorporate features to minimise the extent and effects of

such occurrences.

Storage facilities shall provide the storage as required under this document and

shall be designed to best engineering standards at the time and shall

incorporate adequate overflow and maintenance provisions.

Controls, monitoring and telemetry equipment shall comply with "NCC Utilities

Standard Electrical Details".

Where required, Resource Consents and Building Consents shall be obtained and

Consent requirements incorporated in the design and construction.

G1.6 DESIGN PRESSURES

G1.6.1. Minimum Pressures (Urban Areas)

Head shall be calculated based on peak demand conditions and reservoir water

level equal to the floor level of the reservoir.

The head available at the highest point on any lot to be serviced by an existing

water supply system shall not be less than 20 metres. Where this cannot be

achieved, supply to properties shall be subject to specific design.

Where urban development’s require the construction of a reservoir to service an

area, the following requirements shall apply:




(a) The head available at the highest point on any lot to be serviced by the

reservoir shall not be less than 20 metres.

(b) The average residual head over the entire area to be serviced by the

reservoir shall not be less than 30 metres.

The requirements (a) and (b) above shall not apply where additional storage is to

be provided to an existing supply system.

The minimum head in a water main at peak demand or fire flow plus two thirds

of peak demand shall be the greater of:

(i) 10 metres at any point along the main.

(ii) 10 metres above the highest point of each lot to be serviced, measured

at the point of supply.

G1.6.2. Maximum Pressure

The maximum operating head in water mains shall not exceed 70 metres.

The average head over the entire area serviced by a reservoir, shall not exceed

50 metres under static conditions and based on a full reservoir.

G1.6.3. Hydraulic Grade Line (HGL)

The rate of fall of the HGL used to determine heads at peak demand conditions

in Section 1.6.1 above, shall be based on the following:

(a) New Principal Mains

HGL falling at 0.2% from the floor level of the reservoir. Where

minimum heads required in Section 1.6.1 cannot be met with this

gradient, a lesser gradient may be used subject to approval by the

Council. Pipes shall be sized such that the rate of fall of the HGL does

not exceed the approved gradient.

(b) New Rider Mains

HGL falling at 2.0% from the point of connection to a principal main.

Rider mains shall be designed with adequate connections to principal

mains such that the rate of fall of the HGL is within this requirement.

(c) Existing Mains

The actual calculated HGL if determined to be greater than 0.2% for

principal mains and 2.0% for rider mains. Alternatively, the Council may

specify the head available at the point or points of connection to

existing reticulation under various flow conditions.

G1.6.4 Pressure Variation

Water mains shall be designed such that the variation in reticulation pressure at

other than fire flow conditions does not exceed ±30% of the static pressure

calculated for a full reservoir.

The maximum reduction in pressure (-30%) shall be based on peak demand with

the HGL starting at reservoir floor level and falling 0.2%.

The variations shall be such that they remain within the maximum and minimum

range established in G1.6.1 and G1.6.2 of this part.




G1.7. WATER DEMAND AND FIRE FLOWS

(a) Residential Demand

(i) Demand shall be based on not less than 2.5 people per dwelling

unit or lot. Where lot layouts are unknown but zoning indicates

future urbanisation then the designer shall allow for 12 lots per

hectare gross. These are gross areas including roads but

excluding major reserves.

(ii) Average demand on maximum day shall be based on 900

litres/head/day. Peak demand on maximum day shall be based

on:

Population less than 2500 people Qpeak = 0.596D 0.632

l/s

Population greater than 2500 people Qpeak = 0.0467 D l/s

Where D = number of dwelling units.

(b) Non-Residential Demand

Demand from developments such as schools, hotels, commercial and

industrial developments etc, shall be taken into account based on best

available demand records or assessments. In some cases of existing

industry etc, specific metering to accurately assess daily and peak

demands may be required.

(c) Fire Flows

The water reticulation shall be designed to comply with the

requirements of the NZ Fire Service SNZ/PAS4509 "Fire Fighting Water

Supplies Code of Practice". The Code provides risk classification which

shall form the basis of protection standards.

G1.8. MAIN SIZING

Pipes shall be sized using the Colebrook-White formula or design charts based

on this formula for water at a temperature of 15O

C. The Colebrook roughness

"k", shall be based on pipe manufacturer's recommendations adapted for the 15

year "wear" condition. In analysing existing mains the actual age of the main

shall be taken into account in determining the "k" value. Pipes shall be designed

based on actual internal diameter.

G1.9. STANDARD PIPE SIZES

Pipe sizes listed below are based on the nominal diameter or ‘Diametre

Nominale’ (DN) of the pipe:

(a) Principal Mains

A principal main is defined as a water main of not less than DN100 pipe

fitted with fire hydrants.

Acceptable sizes are DN100, 150, 200, 300, 375 and 450.

(b) Rider Mains

Rider mains shall be DN50 PVC or DN63 PE.

(c) Service Connections




Service connections to residential lots shall be DN15.

Acceptable sizes for service connections to non-residential lots are

DN15, 20, 25, 32, 40, 50, 65, 80 and 100.

G1.10. RETICULATION LAYOUT

G1.10.1. Main Location

In residential areas a principal main shall be laid on at least one side of all roads,

within 65 metres of the end of cul-de-sacs, subject to requirements regarding

hydrant spacing.

In arterial roads, dual carriageway roads and in commercial and industrial areas

principal mains shall be provided on both sides of roads.

Mains shall extend across the full frontage of all lots.

Layout of reticulation mains should, where possible, provide a closed loop

system so as to avoid dead ends and provide alternative feed when any section

is isolated for maintenance.

In roads which may be extended in future, mains shall be laid to within 5 metres

of the end of the legal road.

Rider mains and service connections shall be taken off upstream of terminal fire

hydrants.

Principal mains shall be capped within 500 mm of a terminal fire hydrant. Rider

mains fed from one end only shall be capped within 200 mm of their last service

connection.

Where possible, water mains shall be laid parallel with property boundaries and

in the location shown in Drawing M2.18.

Refer to Drawings M4.1 to M4.7 for standard layouts.

G1.10.2. Clearance to Services

The layout of the reticulation system shall provide adequate clearance from

other services.

Acceptable minimum clearances are:

(a) Horizontal

Between principal mains and other services 500 mm

Between rider mains and other services 300 mm

(b) Vertical

At crossings 100 mm

Where possible, designs which require water mains to be laid in the same trench

as wastewater mains shall be avoided.

G1.10.3. Residential

For developments of 50 lots or more, supply shall be provided by at least 2

independent principal mains. Where only 2 principal mains supply 50 lots or

more, each main shall be capable of supplying peak demand in accordance with

performance criteria set out elsewhere in Part G1.




Where demand requires a DN 300 or larger principal main, it shall be considered

as a trunk main and shall not be used for direct tapping of service connections.

In such situations rider mains shall be used to provide service connections with

the rider main connecting into at least one other main independent of the trunk

main.

A rider main shall be laid parallel with the road frontage of lots on the side of

the road remote from the principal main so that service connections do not cross

the carriageway.

Rider mains shall be supplied at both ends from a principal main except in

private ways where supply from one end may be acceptable.

The maximum length of rider main between connections to a principal main

shall be:

DN50 fed one end only - 100 metres

DN50 fed both ends - 600 metres

Intermediate connections to a principal main shall be required on rider mains

where the length of pipe between connections to a principal main exceeds 600

metres.

Hydraulic considerations may make these lengths unsuitable and head

conditions in rider mains shall be checked in all cases.

Rider mains shall be continuous between intersections.

In cul-de-sacs, rider mains shall be connected to the main in the intersecting

road.

Sections having road frontage shall be provided with a service connection at the

mid-point of the frontage laid to a point 300 mm outside the property boundary

terminating with a toby. All connections, where practicable, shall have at least

300 mm horizontal clearance to adjacent services.

Where up to 3 lots/dwellings will share a common right of way, they shall be

provided with individual service connections terminating with a toby 300 mm

outside the right of way from the road frontage. A suitably sized pipe shall be

laid from each toby up the right of way to the dwelling site of each lot.

Where 4 or more lots/dwellings will share a common right of way, a rider main

shall be provided to service the development. Service connections shall be laid

from the rider main to a point 300 mm outside the property in the right of way

terminating with a toby. An easement in favour of the Council shall be provided

for the rider main, service connections, and fittings.

Testable backflow prevention shall be provided in accordance with the

requirements of Section G1.15.4.

G1.10.4. Non-Residential

In industrial and commercial and other non-residential areas principal mains

shall be a minimum of DN 150 pipe.

Service Connections:

Service connections do not need to be provided to non-residential lots at the

time of subdivision unless demand is known at that time.




They shall be sized according to expected demand and shall be configured as

follows:

Point of supply: 300mm outside the property boundary.

Toby: As per the requirements of Section G1.15.2.

Water meters: All non-residential connections shall be fitted with water

meters, with the exception of connections to fire sprinkler systems

complying with the requirements of NZS 4517 or NZS 4541.

Backflow Prevention devices: Shall be fitted to connections as required in

Section G1.15.4.

G1.11. PIPE SUPPORT AND ANTI-SCOUR BLOCKS

G1.11.1. Trench Slope

Where water mains are laid on slopes steeper than 1:4, they shall be of steel

pipe, suitably tied and anchored.

Where the slope of a trench is 1:15 or greater, anti-scour blocks (also known as

water-stops) shall be provided, to prevent surface water running along the

pipeline and scouring the surround.

They shall be constructed as per Drawing M3.4 using 20 MPa concrete, keyed

into the sides and invert of the trench by at least 150mm, and extend 300mm

above the top of the pipe.

They should be positioned behind every second pipe joint, or as otherwise

directed by the Asset Manager.

G1.12. THRUST BLOCKS

Thrust blocks shall be designed for all locations where out of balance forces

occur such as bends, tees, valves, tapers etc. Design shall be based on the

bearing strength of the soil at the particular location as derived by soil testing,

and the maximum bearing value used shall not exceed 75 kPa.

Thrust blocks are shown in Drawings M4.9 to M4.12.

Thrust blocks shall be sized based on the actual internal diameter of the pipe

and either the test pressure or estimated surge pressure, whichever requires the

greater.

Thrust blocks shall be poured against natural ground. They shall be kept clear

of all pipe joints, and pipes should not be encased beyond the point of

maximum pipe diameter.

G1.13. FIRE HYDRANT LOCATION

Hydrants for fire protection purposes shall be spaced at intervals in accordance

with the current NZ Fire Service Fire Fighting Water Supplies Code of Practice.

Additional fire hydrants may be required for maintenance and operational

purposes. In particular, all separately isolatable sections of principal main shall

be fitted with at least one fire hydrant.

Hydrants may be required on trunk mains for special fire risks and for scouring.

Refer Section G1, 1.19.5 for acceptable standards for fire hydrants.




G1.14. VALVE LOCATION

G1.14.1. Isolating Valves

Isolating valves shall be placed on a minimum of two of the three branches of a

tee. Valves shall be placed on all branches if necessary to limit to 30 the

number of properties isolated.

The maximum distance between isolating valves on mains with service

connections shall be 600 metres.

The maximum distance between isolating valves on mains without service

connections shall be 2000 metres.

The maximum distance between valves may need to be reduced where required,

for operational and maintenance purposes.

Sluice valves shall be used on mains of DN100 and larger.

Isolating valves on DN200 and larger mains shall be anchored in accordance

with Drawing M4.14 where they are not connected to a tee.

Valves DN300 and larger shall be fitted with either a bypass valve to balance

pressures or an enclosed reduction gearbox.

Gate valves with hand wheels or T-bar handles shall be used where valves are

required for pipes of less than DN100.

Refer Section G1.19.6. and G1.19.7. for acceptable standards for sluice valves

and gate valves.

G1.14.2. Scour Valves

On mains DN200 and larger, scour outlet valves may be required at low points

having suitable drainage. They shall be installed so that ground water cannot

enter the main at negative pressure and shall be in a permanent valve box.

Sluice valves in accordance with Section G1.19.6. shall be used.

G1.14.3. Air Release Valves

Air release valves may be required at high points on principal and ridermains.

They shall be fitted on trunk mains at high points or at intervals not exceeding

1000 metres. Air release valves shall be sized as part of the specific design.

They shall be fitted with isolating valves and be installed in a permanent valve

chamber so that ground water cannot enter the main at negative pressure.

G1.15. SERVICE CONNECTIONS (includes connections for Fire Sprinkler Systems)

G1.15.1. Connection to Main

For service connections up to and including DN50, the service connection shall

be connected to the water main such that the connection is taken from the top

of the main.

For connections larger than DN50, the connection to the main will usually be

taken from the side of the main.

No connections shall be taken from a main below the horizontal plane.

G1.15.2. Tobies




Meter Manifolds complying with the requirements of Section G1.19.8. shall be

used as the toby valve for all DN15 and DN20 service connections. A Meter

Manifold box complying with the requirements of Section G1.19.11 shall be

installed with the manifold to provide access to the manifold for operation and

maintenance.

Gate valves complying with the requirements of Section G1.19.7. shall be used

as the toby valve for all other service connections up to and including DN50.

The valve shall be located 300 mm outside the property boundary. A valve box

complying with the requirements of Section G1.19.11. shall be installed with the

valve to provide access for operation.

Sluice valves complying with the requirements of Section G1.19.6. shall be used

as the toby valve for all other service connections larger than DN50. The valve

will usually be fitted to the branch of the Tee connection into the main and may

be remote from the property boundary. A valve box complying with the

requirements of Section G1.19.11. shall be installed with the valve to provide

access for operation.

G1.15.3. Water Meters

Where a meter is required on a service connection, the meter shall comply with

the requirements of Section G1.19.9. The meter shall be fitted beyond the toby.

An additional valve, which shall belong to the property being served, shall be

fitted on the property side of the meter. The valve shall be fitted in such a way

that it can be closed and the meter readily removed for servicing without the

valve being removed or displaced. For service connections of DN50 or smaller,

valves shall comply with the requirements of Section G1.19.7. For service

connections DN100 and larger, valves shall comply with the requirements of

Section G1.19.6.

G1.15.4. Backflow Prevention

For residential properties that present a low risk to public health and are

serviced using a Meter Manifold, the non-testable double check valve fitted in

the manifold will normally provide sufficient protection against a backflow event.

In some circumstances, activities on a residential property or the property’s

elevation may present a medium or high risk to public health in a backflow

event. Testable backflow prevention devices shall be fitted to those residential

connections identified as being a medium to high risk with device selection in

accordance with hazard ratings defined in Table G-1.

All service connections to properties involving industrial activities or where

District Plan zoning classifies industrial activities as a permitted activity shall be

fitted with a testable backflow prevention device hazard as defined in Table G-1.

All service connections to properties involving commercial activities shall be

fitted with a testable backflow prevention device selected in accordance with the

hazard rating as defined in Table G-2.

All properties with more than one service connection shall be treated as if they

have an alternative water supply.

Where a testable backflow prevention device is required or inferred to be

installed on a service connection to a property, the device shall be installed on




the property side of the water meter or property side of the toby if a meter is not

fitted.

All testable backflow prevention devices shall comply with AS/NZS 2845.

Table G-1 - Backflow Prevention Hazard Ratings

Description Of Premises Hazard

Rating

Backflow Prevention

Device

Premises with an Alternative Water Supply High

Registered Break-Tank (RBT)

or

Reduced Pressure Zone

Device (RPZD)

Premises where Inspection is Restricted High RBT or RPZD

Hospitals, Mortuaries, Clinics, Dental,

Veterinary and the like High RBT or RPZD

Piers, Docks, Marinas and Other

Waterfront Facilities High RBT or RPZD

Sewage Treatment Plants and Sewage Lift

Stations High RBT or RPZD

Chemical Plants High RBT or RPZD

Metal Finishing Plants High RBT or RPZD

Petroleum Processing or Storage Plants High RBT or RPZD

Car and Plant Washing Facilities High RBT or RPZD

Abattoirs High RBT or RPZD

Factories Using, Processing or

Manufacturing Toxic Chemicals High RBT or RPZD

Chemical Laboratories High RBT or RPZD

Pathology Laboratories High RBT or RPZD

Sanitary Depots High RBT or RPZD

Universities High RBT or RPZD

Dry Cleaning Facilities High RBT or RPZD

Photographic Processing Laboratories High RBT or RPZD

Timber Treatment Facilities High RBT or RPZD

Nurseries High RBT or RPZD

Premises with Reticulated and Disinfected

Reclaimed Water Systems Medium Testable device

In-Ground Irrigation Systems Medium Testable Device

Commercial Laundry Facilities Medium Testable Device

Hair Salon Wash Basin Facilities Medium Testable Device

Automatic Fire Sprinkler System Medium Testable Device

Food and Beverage Processing Plants Medium Testable device

Caravan Parks Medium Testable device

Premises with Grey Water Re-Use Systems Medium Testable Device

Public Swimming Pools and Spa Pools Medium Testable Device

All other premises Medium Testable Device




G1.16. STORAGE

In cases where a storage reservoir is necessitated by development, it shall be

provided to the approval of the Council at the expense of the

Subdivider/Developer according to the following principles. The Council

reserves the right to provide the storage, and charge the Subdivider/Developer

accordingly.

(a) Storage requirements shall be based on:

500 litres per head for residential developments,

Any specific design for non-residential development.

(b) Fire storage shall be considered in terms of the NZ Fire Service Code of

Practice for Fire Fighting Water Supplies.

(c) Reservoirs shall not normally be more than 6 metres deep. For

reservoirs of 400 m3

volume or greater provision shall be made for the

storage to be held in two compartments.

(d) System design shall be such that alternative means of supplying the

area are available in the event of the reservoir or outlet main being out

of service.

(e) Reservoirs shall have separate inlet, outlet, scour and overflow

connections. The floor shall incorporate falls to the scour, from the

furthest point(s). Inlet and outlet pipes shall be a minimum of:

50 mm, above the highest points of the floor,

150 mm, above the floor adjacent to the pipe.

(f) Reservoirs shall be constructed such that the walls are entirely above

ground.

(g) The internal walls shall be vertical.

(h) Reservoir roofs shall be designed with a fall sufficient to prevent

ponding of rain water.

(i) Depth monitoring and telemetry equipment shall comply with "Napier

City Council Utilities Standard Electrical Details".

(j) Depth monitoring equipment shall be installed in a separate hatch to

the hatch provided for human access.

(k) A well-formed, drained and metalled all weather vehicular access shall

be provided. The design shall incorporate features to minimise the risk

of contamination, namely:-

Access hatch frames shall be raised above the level of the roof,

Ducts for monitoring equipment shall be provided through the

wall of the reservoir,

Provision shall be made to lock access hatches using standard

locks in use by the Council.

(l) All air vents shall be fitted with tamper proof filters to prevent dust and

other air-borne contamination from entering storage tanks.




(m) A sampling tap for bacteriological sampling shall be installed on the

outlet pipe.

G1.17. SUPPLY PUMPS

Pumps shall only be used to fill service reservoirs, and not to provide or

maintain pressure in reticulation.

Pump systems for abstracting water from ground water or river sources shall be

specifically designed after discussion with the Council.

For other water supply pumps, pump stations shall be designed according to the

following principles:

(a) Deliver the total maximum day water requirement without using a

standby unit in 15 hours for stations under 25 litres per second and 18

hours for larger stations. The minimum capacity of any one pump shall

be 4 litres per second.

(b) Pumps within a pump station shall be of equal size and of the same

make and model. Standby capacity of 100% shall be provided for

stations under 25 litres per second.

(c) For larger stations standby capacity of at least 50% shall be provided,

eg. Total number of pumps = 2; capacity each 100%

Total number of pumps = 3; capacity each 50%

(d) Stations under 25 litres per second shall be designed so that both

pumps can be operated simultaneously if so required.

(e) Equipment shall be arranged and installed to limit noise in air and

water. Permanent structures are required.

(f) Magnetic flow meters shall be fitted to each pump line. Each meter

shall produce signals to indicate flow rate, volume pumped, and reverse

flow.

(g) Valving of pumps shall be such that maintenance can be undertaken on

the standby pump, reflux valve and flow meter without interfering with

the operation of the duty pump. Pipes of DN 100 or larger shall be ABS,

API Schedule 40 line pipe, concrete lined steel or cast iron with all

bends and valves adequately protected against movement. Flanged or

welded fittings shall be provided throughout with a pair of gibault or

similar joints in the system to facilitate dismantling.

(h) Electrical and telemetry equipment shall be provided to all pump

stations and shall comply with "Napier City Council Utilities Standard

Electrical Details". This standard requires a PLC at each station. Supply

and loading of the PLC programme for the station shall be by the

Council's electrical contractor at the Developers expense.

G1.18. COVER OVER MAINS AND SERVICE PIPES

Cover over pipes after completion shall be in the range as follows:

Minimum Cover (mm) Maximum Cover (mm)

Mains DN 100 or greater:




- Under carriage ways

- Under grass berms and

footpaths

900

750

1200

1200

Rider mains: 750 1000

Service Pipes larger than

DN 20

600 reducing to 400 ± 50 at the gate valve (toby)

Service pipes DN 15 and

DN 20

600 reducing to 250 ±50 at the manifold box.

Reduction in covers may be approved over short lengths subject to full

engineering design of the system, but only where full compliance with the above

standards cannot reasonably be achieved.

For pipes installed by the open cut trenching method and where the pipe cannot

be installed in straight lines between surface fittings then a metallic detector

tape shall be installed within 150 mm to 300 mm of the finished surface for all

mains DN 50 and greater.

G1.19. MATERIALS

G1.19.1. General

All pipes, fittings, hydrants, valves and other materials used in the construction

of watermains and services shall be new, clean and in good condition.

The pressure rating of pipes and fittings shall be the larger of 90 metres or 1.5

times the maximum head anticipated in service.

G1.19.2. Pipe Materials

G1.19.2.1. Spiral Welded Steel Pipe

Spiral welded steel pipes shall be manufactured by the spiral butt welding

process and shall meet the requirements of NZS 4442. Buried pipes shall be

lined internally with mortar, and coated externally with an approved tape

wrapping system as required by NZS 4442. When used for above ground

situations special protective coatings will be required to best suit the location.

These may include tape wrapping, hot galvanising or paint/epoxy coating

systems. Jointing systems shall be as approved by the manufacturer and the

Council.

G1.19.2.2. Ductile Iron Pipe

May be used for trunk mains in compatible soil conditions.

Ductile Iron pipes and fittings shall comply with the requirements of AS/NZS

2280. Unless otherwise specified ductile iron pipes shall be internally lined with

cement mortar and externally coated with a bitumen coating. The pipe shall be

protected by a loose fitting polyethylene jacket.

G1.19.2.3. Seamless Carbon Steel Galvanised Pipe

Seamless carbon steel galvanised pipe may be used in pump stations, in the

vicinity of valve chambers where specials are required to cross other services,

where pipe shall be exposed, or have minimum cover. Joints may be flanged,

welded or gibault as appropriate.




The pipe shall comply with ASTM A106-99e1 Grade B Schedule 40 (API Line

Pipe).

Where hot dip galvanising is used it shall comply with the requirements of

AS/NZS 4680.

G1.19.2.4. Cast Iron Pipe

Not to be used.

G1.19.2.5. Unplasticised uPVC Pipes

Pipe and fittings for use with potable water shall comply with AS/NZS 1477 and

shall have a minimum pressure rating of 90 metres. The metric pipe series

(Series 1) shall be used.

uPVC pipes where used for principal mains and all pipes greater than DN 50

shall have elastomeric ring joints. uPVC pipes of DN 50 or less may be solvent

cement jointed.

The use of Gibault joints shall be minimised. Cast iron hydrant tees and other

fittings with formed elastomeric ring sockets are preferred.

G1.19.2.6. Modified PVC (PVC-M) Pipe

Pipe and fittings for use with potable water shall comply with the requirements

of AS/NZS 4765, and shall have a minimum pressure rating of 120 metres.

PVC-M pipes where used for principal mains and all pipe DN100 and greater

shall have elastomeric ring joints.

The metric pipe series (Series 1) shall be used.

G1.19.2.7. Oriented PVC (PVC-O) Pipes

The use of PVC-O pipe and fittings is not permitted.

G1.19.2.8. Polyethylene Pipe

Polyethylene pipe for use in cold potable water services shall comply with the

requirements of AS/NZS 4130 series 1 pipe with a minimum pressure rating of

PN10 shall be used.

Couplings shall comply with the requirements of AS/NZS 4129 and shall

incorporate a rigid internal sleeve liner at compression fittings.

G1.19.2.9. Copper Pipes

Copper pipes shall comply with NZS 3501 but may only be used in control valve

assemblies.

G1.19.2.10. ABS Pipes

May be used in valve chambers and reservoirs, where appropriate.

ABS pipe and fittings of appropriate pressure ratings shall comply with AS 3518.

Joints shall be solvent, thread or flange jointed. Solvent cements and priming

fluids shall comply with AS/NZS 3879.

G1.19.3. Joints

The following details acceptable joint systems, or specifies standards for

systems mentioned above.




G1.19.3.1. Gibault Type Joints

Gibault type joints shall be cast from first quality grey iron of an approved type,

or SG cast iron and bitumen coated, with the full "Denso" protection system or

nylon coated.

Gibault joints with components made of cast-iron, ductile iron, stainless-steel, or

a suitable combination of all may be used, where appropriate.

Where gibault joints or similar couplings are used in conjunction with PVC pipe,

the central sleeve shall have a minimum length as tabulated below:

Fitting Nominal Bore DN (mm) Min Central Sleeve Length

100

150

200

300

105

125

150

185

Tapped elongated gibault joints with approved coating may be used for

connections up to DN 50. All gibault joints used in potable water application

shall be factory coated to inhibit corrosion.

For pipes of DN 200 to 450, only elongated gibault joints may be used. For

pipes of over DN 450 all joints shall be separately detailed to be capable of

resisting seismic movement. Gibault joints without designed joint ties will

generally not satisfy the seismic needs.

G1.19.3.2. Flanges

Shall comply with the requirements of AS 4087 for standards and drilling

patterns.

Flange size and thickness, bolt size and pattern shall be appropriate to the

relevant standard and the test pressure applicable at the site but never less than

140 metres rated test head.

Flange gaskets shall be 3 mm or thicker nylon reinforced rubber.

G1.19.3.3. Humes Speedsteel Couplings

May be used for jointing steel pipes when test pressure does not exceed 160

metres.

G1.19.3.4. Welded Joints

Welded jointing is acceptable for use in steel pipelines and welded specials are

acceptable for use in pipelines. Welding shall be to NZS 4442.

G1.19.3.5. Elastomeric Seals

Elastomeric seals shall comply with the requirements of AS1646 and are

acceptable in ductile iron, steel, uPVC and PVC-O pipes provided all components

are rated to the test pressure required but not less than 140 metres.

G1.19.3.6. Threaded Joints

These shall comply with BS 21.




G1.19.3.7. Other Joint Systems

Other joint systems may be approved by the Council depending on the use and

performance record of the system proposed, provided all components are rated

to at least the required test pressure but not less than 140 metres.

G1.19.4. Specials and Fittings

G1.19.4.1. Steel

Spiral welded steel pipe fittings and specials shall comply with NZS 4442 and

shall be mortar lined and coated externally to prevent corrosion of the steel

surface. All welded joints shall be cleaned internally and externally after

fabrication and repaired internally and externally to the same condition as the

unaffected parts of the pipe.

Where used above ground they shall be specially coated externally to suit the

environment. Where special external coatings are provided the pipe exterior

shall be sand blasted after fabrication and prior to application of the coating.

Where hot dip galvanising is used it shall comply with AS/NZS 4680. Epoxy or

similar coatings shall be shop applied to the paint manufacturer's standards.

Approval of the system proposed shall be obtained from the Council for all

external coatings proposed for use on exposed pipelines or pipes within

reservoirs.

Where specials are fabricated from spiral welded steel and used below ground all

slag shall be removed from weld lines, heated areas wire brushed clean and the

exterior protective coating made good to the manufacturer's instructions. The

whole fitting shall then be wrapped with an approved protective tape. Interior

lining shall be made good with epoxy mortar.

Fittings and specials fabricated from Seamless galvanised steel pipe shall be

sand blasted after fabrication and hot dip galvanised as specified above for

galvanised spiral welded pipe. Welded fittings shall comply with ASME B16.9,

Factory Made Wrought Steel Buttwelding Fittings.

G1.19.4.2. Cast Iron (AS1832)

Cast iron pipe fittings shall be cast from best quality cast iron or SG cast iron

and shall be sourced from suppliers with a record of high quality production

approved by the Council. All cast iron fittings shall have a protective coating of

nylon.

G1.19.4.3. Ductile Iron

Ductile iron pipe fittings and other castings shall comply with the requirements

of AS/NZS 2280. All fittings shall have polymeric coatings and linings in terms

of sections 7.3 and 7.4 of the standard.

G1.19.4.4. Threaded Pipe Fittings (DN 15 to 50)

Threaded pipe fittings shall be cast from LG2 gunmetal in compliance with BSEN

1982 or dezincification resistant bronze as described in AS 2345 and shall be

threaded to BS 21.




G1.19.4.5. Tapping Bands

Shall be manufactured from LG2 gunmetal, complying with BSEN 1982 or

dezincification resistant bronze as described in AS 2345 and shall fully encircle

the pipe. The pipe must not be deformed by more than 1%.

Direct tapping of pipes is not permitted.

G1.19.4.6. Nuts and Bolts

Items such as nuts and bolts, washers and similar shall be galvanised steel with

an average minimum zinc coating mass of 305 g/m2

.

G1.19.4.7. Polyethylene Fittings

Polyethylene pipe fittings shall only be used with polyethylene pipe. They shall

comply with the requirements of AS/NZS 4129. Compression fittings shall

incorporate a rigid sleeve liner supplied by the manufacturer. Pipe and fittings

shall be mechanically held while welding is in progress.

G1.19.5. Fire Hydrants

Hydrants shall conform to NZS 4522 or other approved type with the following

modifications:

(a) Hydrants shall be clockwise closing.

(b) All steel nuts and bolts used in the construction of the hydrant shall be

hot dip galvanised, stainless-steel, or cadmium plated, with bolts of the

square headed type to facilitate nut removal in place.

(c) The inlet from the flange to the valve seat shall be protected against

internal corrosion with an approved coating.

(d) The washer shall be of polyurethane or nytrone rubber.

(e) Frost plug drains shall not be fitted or alternatively the plug shall not be

free draining. If the hydrant is supplied with a frost plug drain it shall

be plugged with non ferrous tapered metal plugs.

G1.19.6. Sluice Valves

Sluice valves used for pressures up to 1600kpa shall comply with AS 2638.2

"Sluice Valves for Waterworks Purposes" Part 2 Resilient Seated. They shall be

key operated and anti-clockwise closing. Valves shall be flanged when laid in

conjunction with other cast or ductile iron fittings. Line valves up to DN 200

may be spigoted or socketed to make flexible joints.

G1.19.7. Gate Valves (Rider Main Isolating Valves and Toby Valves)

Gate valves shall be used with pipes of DN 50 or less. They shall be female

threaded to BS 21, clockwise closing single gate, non-rising spindle type tested

to 2.07 MPa. Gate valves shall comply with AS 1628. Handwheels shall be

constructed from either nylon or cast/ductile iron. Cast aluminium or painted

pressed steel handwheels are not acceptable.

G1.19.8. Meter Manifolds

A meter manifold is the pipe fitting specific to the connection of a concentric

flowmeter. The manifold dimensions shall be suitable for the connection of

G1½ concentric meters, in accordance with ISO 4064-4 or OIML R-49.




Meter manifolds shall incorporate a WRC (or similar) approved double check

valve irrespective of whether a concentric meter is fitted to the manifold.

The end connections of the manifold shall be threaded in accordance with the

requirements for in line water meters as described in ISO 4064-4 or OIML R-49.

The manifold body shall be dezincification resistant metal. Copper alloys shall

comply with AS 2345.

The manifold shall incorporate a diaphragm-type stop valve upstream of the

meter fitting. The stop valve shall have a non-rising spindle, and be replaceable

without removing the manifold from the service line. Ball valves are not

acceptable.

G1.19.9. Water Meters

Meters shall be suitable for cold potable water and shall conform to the

requirements of ISO 4064-4 or OIML R-49.

Concentric water meters fitted to a Meter Manifold complying with G1, 1.19.8

shall be used on DN15 and DN20 service connections. The nominal size of the

threaded connection shall be G1½.

In line meters shall be used on connections larger than DN20 (G1½)

G1.19.10. Hydrant Boxes

Hydrant boxes shall be NCC pattern, cast iron and comply with the standard

design shown in Drawings M4.15 and M4.16. Boxes shall be supported by

precast concrete surrounds conforming to the standard design shown in

Drawing M4.20. Tall hydrants shall have a minimum of three surrounds

supporting the surface box. Medium hydrants shall have a minimum of two

surrounds.

G1.19.11. Valve and Meter Boxes

Valve boxes shall be NCC pattern, cast iron and comply with the standard design

shown in Drawings M4.17 and M4.18. Boxes shall be aligned long ways in the

direction of the main. Boxes shall be supported by a minimum of two precast

concrete surrounds conforming to the standard design shown in Drawing M4.21.

Service connection (toby) valve boxes shall be NCC pattern, cast iron complying

with the standard design shown in Drawing M4.19.

Water meter boxes shall be suited to the particular application, shall be vandal

resistant and able to take anticipated imposed loads. For smaller size meters a

NCC standard pattern moulded plastic, or cast iron or aluminium box shall be

used.

A range of purpose made covers may be required for larger size meters

depending on where and how they are mounted and whether they are in

conjunction with other fittings such as a back-flow preventer.

A standard meter manifold box shall be used for all meter manifolds located in

non-carriageway areas. (See Drawings M4.22 and M4.23)




G1.19.12. Rider Main Connections

Rider mains shall be connected to the principal main with either a ductile iron

tee or an elongated gibault joint, each with a female threaded branch. On

principal mains DN 150 and larger, 50 mm tapping bands may be approved.

Refer to Drawings M4.1 to M4.7.

G1.19.13. Service Connections

PE80 pipe complying with AS/NZS 4130 shall only be used for connections up to

DN 40. PVC pipe complying with AS/NZS 1477 shall be used for connections up

to, and greater than DN 40.

Service connection fittings shall be threaded to BS 21, BS 2779 or AS 1722.1

(series RP) or AS 1722.2 (series G).

Connections to PE pipe shall be made by electro-fusion welded fittings. Pipe and

fittings shall be mechanically held while welding is in progress.

G1.19.14. Pipe Bedding

Granular bedding shall be used with all pipes except in high load situations

when structural design shows it to be inadequate.

In normal load conditions bedding shall extend from 100 mm below the pipe,

around it and to a height of 100 mm above the pipe. Bedding material shall be

clean pea metal or silt approved by the Council for pipes DN 100 and larger or

silt for pipes DN 50 or less.

In high load or soft flexible soil conditions, bedding and protection shall be

specifically designed to suit conditions.

G1.19.15. Concrete and Mortar Materials

The following NZ Standards shall be used as a means of compliance with this

specification:

NZS 3104: Concrete Production - High Grade and Special Grade

NZS 3108: Concrete Production - Ordinary Grade

NZS 3109: Concrete Construction

NZS 3124: Concrete for Small Works

Concrete for thrust blocks, surround and general requirements in water main

works shall be Grade 20 high grade concrete with a minimum crushing strength

at 28 days of not less than 20 MPa.

Concrete strength for special structures shall be based on specific design.

Mortar and its components shall comply with NZS 3103.

G1.19.16. Preferred Materials

In order to standardise materials and therefore reduce the stocking of spare

components, the following materials are preferred for use in water supply

reticulation. Alternatives may only be used if they can be shown to be better

suited to the particular use and pressures in a given situation.




Table G-2

Application Material Types Preferred

Principal mains PVC pipe, elastomeric ring jointed pipe

Rider mains uPVC Series1 PN9 pipe, solvent jointed or PE80 with

Pushlok couplings

Service Connections

DN 15-DN 50

>DN 50

PE 80 SDR17 Series 1 pipe with ”mechanical couplings

that comply with the requirements of AS/NZS 4519 or

electro-fusion joints”

uPVC Series1 PN9 pipe

Electro-fusion fittings are also required for service

connections off PE mains

Rider main fittings

For PVC pipes, fittings other than valves shall be LG2

gunmetal complying with BS EN 1982 or AS 2345. Metal

fittings shall be threaded to BS 21

For PE80, mechanically secured electro-fusion fittings or

mechanical fittings that comply with the requirements of

AS/NZS 4519.

Tapping Bands LG2 gunmetal threaded to BS 21:1985 with integrated

LG2 bolts complying with AS 2345.

G1.20. WATER SUPPLY – NON RETICULATED AREA

Where a Council reticulated supply is available, or the installation of a supply is

identified in the 10 year capital programme, then rural and rural residential

subdivisions shall connect to (or in the case of a planned system, provide

reticulation to enable future connection to) the public water supply in which case

it shall be designed in accordance with the preceding section of the Code.

Where no Council system is in place or expected, the following requirements

modify or extend the preceding sections, in the case of rural and rural

residential lots.

G1.20.1. Resource Consents

The taking and use of water for an individual’s reasonable domestic needs or for

stock watering are allowed in terms of Section 14(3) (b) of the RMA without a

resource consent, provided they do not, and are not likely to, have an adverse

effect on the environment.

The taking of water for communal supplies may require a Resource Consent

from the Regional Council.

G1.20.2. Individual Households

At the time of subdivision the Developer shall show that adequate potable water

supply (not less than 800 litres/day/dwelling unit) is available for every lot from

either source, within the lot or at the lot boundary.

On-lot sources may include roof water, individual wells, a site stream or a

combination of these.

Sources provided at lot boundaries will generally be reticulated shared systems

from such sources as off-site streams, dams or wells.

Summer water supply is subject to drought and therefore, where roof supplies

are proposed the developer shall provide calculations as to roof size and storage

required to provide an average daily household supply of 800 litres per day. The




minimum on site storage to be provided for roof based systems shall be 40 m3

provided in two tanks with the smallest being at least 33% of the total volume.

G1.20.3. Fire Supply

For large rural lots and rural residential lots the level of fire protection water

supply shall be discussed with Council and the Fire Services.

G1.20.4. Communal Supplies

Communal supplies installed by the Developer/Subdivider to be operated and

maintained by private arrangements made between the users are acceptable

solutions for rural/rural residential water supplies where no Council reticulated

system is available or is identified in the 10 year capital programme. Such

systems may be provided on a voluntary basis by Developers/Subdividers to

enhance the desirability of a subdivision.

Usual sources are:

(a) Stream or river supplies utilising dams or run of the stream,

(b) Well supplies,

(c) Public water supply to private system.

All such systems shall be used in conjunction with balancing storage. Supply to

dwelling units may be by pumping from the balancing storage or gravity if

available ground levels allow the placing of the storage at adequate elevation.

The minimum balancing storage provided shall be 20 m3

or 1 m3

/lot or dwelling

unit whichever is the greater. The system shall have capacity to deliver one

cubic metre per day to each lot or dwelling unit, whichever is the greater.

Water for human consumption must be treated to potable quality prior to

reticulation.

G1.20.5. Components

G1.20.5.1. General

All components used in rural water supply systems shall be new and satisfy the

Code for acceptable materials.

G1.20.5.2. Storage Tanks

Where communal storage is to be provided, it shall be built of concrete

complying with NZS 3106 for concrete structures for the storage of liquids.

Tanks shall be watertight, bird and vermin proof, clean and roofed to exclude

daylight.

Precast tanks may be used up to a capacity of 23 cubic metres. Where storage

greater than 60 cubic metres (nominally 3 tanks @ 20 m3

) is required it shall be

provided by a purpose built reservoir.




G2. WATER SUPPLY – CONSTRUCTION

G2.1. GENERAL

Water supply works shall be constructed to appropriate engineering standards.

All construction shall comply with the standards detailed in the design Drawings

and Specifications which must be approved by the Council prior to construction

commencement.

G2.2. SETTING OUT

All water supply works shall be set out to the position and levels detailed on the

approved drawings.

Where the alignment is related to the street boundary water mains shall be laid

with reference to permanent land transfer boundary pegs or temporary boundary

marks placed by the registered surveyor responsible for the final land transfer

pegging. Pipes shall be laid by reference to the kerb line only where the

surveyor has confirmed that the kerb is located in the correct position.

G2.3. INSPECTIONS BY THE COUNCIL’S REPRESENTATIVE

Council is required to inspect the works from time to time. These inspections

do not relieve the Contractor or Construction Co-ordinator of their

responsibilities to carry out the work in terms of the design drawings,

specification and the Code and to provide certificates as required by the Code.

The Council Liaison Officer shall be given at least one working day prior notice

of any person’s intention to lay water pipes.

Inspections required by Council are listed on Schedule of Inspections

Waterworks, in Chapter 66 of the District Plan Part A, Appendix A2.

G2.4. TRENCHING

Trenches shall be opened only after all required Consents and trench opening

notices have been uplifted. All trenching shall recognise the safety requirements

of the Health & Safety in Employment Act.

All trenches shall be opened up to widths and depths suitable for enabling the

requisite bedding metal thickness below the pipe to be placed (not less than 100

mm). The trench width shall be kept to those dimensions detailed in the design

drawings which ensure that it is narrow enough to allow the pipe to be laid in

trench conditions but wide enough to enable pipe surround metal to be

adequately placed and compacted.

All trenching in Napier roads or on services to be taken over by the Council shall

be carried out in accordance with Council "Specification for Service Maintenance

Operations and New Service Installations within Road Reserve (Including Trench

Excavation and Reinstatement)".

G2.4.1. Trenches in Open Land

Trenches may be opened up for up to 200 metres ahead of pipelaying provided

trench depth and material are of adequate stability to minimise any risk of

trench failure and to ensure safety of workers and the public.




G2.4.2. Trenches in Road

Trenches in stable ground may be opened to a maximum of 50 metres in

advance of pipe laying, but this distance shall be reduced where the public or

existing services are endangered or where traffic routes are restricted.

G2.5. CONTROL OF WATER

Excavations shall be kept free from water and wastewater at all times.

Under no circumstances shall any water be allowed to drain directly into existing

wastewater mains or into new or existing water mains.

G2.6. MATERIAL CONDITION

All pipes and fittings supplied for use in the works shall be new, clean and in

good condition. They shall be examined before being laid and any showing

defects of any description shall be removed from the site and not used in

Council works. Any pipes damaged during laying shall likewise be removed

except where damage is minor or to repairable coatings. In such cases the

coatings and other damage shall be repaired to the manufacturer’s specification

so as to achieve a condition at least as good as a new undamaged pipe.

Handling of pipes and fittings shall be in accordance with the manufacturer's

recommendations. All reasonable care shall be taken in handling pipe materials

to preserve intact the pipe coatings, linings, structural strength and the various

features necessary for long service. Pipes with external coatings shall be lifted

using strops or wide slings; ropes and chains shall not be used.

G2.7. RETENTION OF WATER SUPPLY FLOWS

Laying of water mains shall be carried out so as to retain supply to existing

users. No work shall be commenced close to existing mains without Council

approval and the taking of adequate measures to minimise the risk of pipe or

thrust block movement.

Connection to existing reticulation shall only be undertaken by the Council at

the Developer’s cost. Where supply needs to be stopped to enable a cut-in, the

project shall be organised to minimise the stoppage and notices given to all

affected users.

G2.8. PIPE LAYING, JOINTING AND BACKFILLING

The laying of pipes and jointing shall be strictly in accordance with the

manufacturer's recommendations, applicable standards and Council's

requirements.

Bedding shall be as detailed in the design documents.

Where a pipeline is to be constructed through soft ground unsuitable foundation

material shall be removed and replaced with sound material. Alternatively other

methods of construction approved by Council shall be carried out to provide an

adequate foundation for the pipeline.

Pipes shall be laid true and shall be uniformly bedded along their entire length.

Care shall be taken to ensure that the barrel does not rest on ridges or span

from joint to joint. No foreign matter shall be allowed to enter the pipe during

construction. Temporary caps shall be placed over the ends of the pipe at all




times when construction is not in progress. Sufficient filling should be placed

and compacted around the barrel of the pipe to prevent it floating should the

trench become flooded.

Bedding material shall be continued around and above the pipe to a minimum

height of 100 mm above the pipe for principal and rider mains. For connections

the height of cover bedding material shall be at least 50 mm.

Backfilling and surface reinstatement above this point shall be in accordance

with the Napier City Council "Specification for Service Maintenance Operations

and New Service Installations within Road Reserve (including Trench Excavation

and Reinstatement)".

Pipework shall be inspected and approved, after laying, bedding and placing of

all thrust blocks etc but before commencement of trench backfill.

The maximum angle between the line of adjacent pipes being jointed shall not

be more than 50% of the manufacturers maximum allowable deflection for the

particular joint type but in no case shall exceed 5°.

Pipes, valves, fittings, service connections and other items that will be part of

the permanent works shall be laid during construction of the reticulation to

ensure they are included in all inspections, testing and disinfection.

Cast in-situ concrete thrust blocks shall be provided at all points where an

unbalanced thrust occurs including on valves and tapers.

Concreting shall comply with NZS 3109 or NZS 3124. It shall be placed so as to

not cover or obstruct bolts or bolted joints nor interfere with any flexible joint.

Bearing surfaces shall always be placed against trench sides as dug.

Hydrant and valve spindles shall be brought to adequate proximity to the ground

surface to be readily accessible with the normal equipment, keys etc held by

Council and Fire Service staff. This will generally be a position of between 175

mm and 250 mm below ground surface. Fire hydrants shall be fixed vertically

with the centre of the valve spindle and stand pipe outlet aligned along the

longitudinal axis of the main.

G2.9. SERVICE CONNECTIONS

Service connections shall be located accurately in the positions shown on the

engineering drawings. The location of such connections shall be made evident

during all stages of construction by a marker post (”waratah standard, sprayed

blue”) placed within 200 mm of the toby position.

Kerbs shall be cut to a depth of 5-10 mm by diamond saw with two lines

approximately 50 mm apart immediately adjacent to the toby for each service

connection. The lines shall be on top of the kerbs for standard kerbs and on the

sloping face for mountable kerbs.

Bedding and backfilling shall be as detailed under Section G2.8.

G2.10. TESTING

Testing shall be carried out in the presence of the Construction Co-ordinator and

a Council representative.




The final acceptance test for Council shall be carried out after all backfilling and

compaction has been completed. The Contractor may wish to carry out

preliminary tests with or without the pipeline trench being backfilled.

It is necessary to remove all air from the line as the main is filled and in the case

of concrete or concrete lined pipes, prefilling and soakage for at least 24 hours

is necessary, to remove air and overcome water loss into the concrete.

When the Construction Co-ordinator is confident the test requirements can be

met the Council Liaison Officer shall be called to arrange a representative to

observe the final test. The Council Liaison Officer shall be given not less than

one working days’ notice of the intention to test.

Mains, fittings and service connections shall be subjected to the greater of a test

head of 140 metres or 1.5 times the working head of the pipe in accordance

with the following procedures:

G2.10.1. Rigid or uPVC Pipes

The quantity of water required to maintain a 140 metre head (make up water) for

a period of 30 minutes shall not exceed that calculated for the main from the

following equation:

q = 9.7 x 106

. d . L

Where q = amount of make-up water (litres)

d = actual internal diameter of pipe (mm)

L = length of pipe (m)

G2.10.2. PE Pipes

The head shall be increased steadily to 140 metres and kept at this level for 30

minutes with additional pumping to compensate for pressure loss as the PE pipe

expands.

A control valve shall then be opened to rapidly drop the pressure to a nominal

40 metres. The control valve shall then be closed and the pressure monitored

for the next 60 minutes.

To pass the test there shall be an increase in pressure over the 60 minutes of

monitoring as the PE pipe contracts from the effect of the previous 140 metre

head loading.

If the pressure falls during the 60 minute period (despite an initial rise) then the

pipe work will be deemed to have failed the pressure test.

In either case, there shall be no visible leaks.

Any areas of non-compliance shall be remedied and the system retested until

satisfactory results are achieved.

NOTES:

For high pressure pipelines, the system test pressure should be taken as the

lower of:

Working pressure + 5 bar

Working pressure x 1.5.

So as not to overstress the pipeline components.




G2.11. SURFACE BOXES

Council's standard surface boxes and surrounds shall be fitted over fire

hydrants, valves, meter manifolds on service connections, water meters, gate

valves and other fittings requiring access for operation or maintenance.

They shall be centrally located over all fittings.

The tops of surface boxes shall be set proud of the surrounding ground levels

by 5 mm and set at the same crossfall and gradient as the surrounding surface.

The immediate surrounding surface shall be shaped up to the edge of the

surface box frame over a distance of not less than 300 mm all round.

Boxes shall be fitted so as to not move under expected loads.

Wood shall not be used as packing between surrounds or surrounds and boxes.

Where accurate placing is required mortar may be placed between the concrete

surrounds.

Boxes and surrounds shall be placed so that no load on the box can be

transferred directly to any pipe or fitting.

Valve boxes shall have their long side in the direction of the main.

G2.12. DISINFECTION, DECHLORINATION AND DISPOSAL

Disinfection shall be carried out by the Council at the Developer's cost.

All pipes, valves, services and other fittings shall be disinfected by means of

chlorination before being put into service.

The Contractor shall allow for all special tappings, etc for the introduction and

draining of the chlorine solution to the pipelines.

The main shall first be thoroughly flushed through hydrants or scour valves so

as to develop a velocity of 1.5 m/s in the main to remove all foreign matter.

Sufficient free chlorine shall be added to produce a concentration of 50 mg/l.

(Note that 400ml of 13% Sodium Hypochlorite solution will produce this chlorine

concentration.

The main shall be left filled with chlorinated water for 24 hours or where this is

not possible at least 6 hours, during which time all valves, hydrants, and other

fittings on the section shall be operated. Where pipes or specials are not

contained within the chlorinated line, then they are to be swabbed with

chlorinated pull-throughs.

At the end of 24 hours, the chlorine residual must not be less than 10 mg/l. If it

is less, the chlorination shall be repeated. The main shall then be flushed out

until the chlorine residual corresponds to that of the mains supply.

The point of application of chlorine shall be at one end of the section to be

chlorinated and the line shall be filled until water issues from a tapping point at

the opposite end. Every care is to be taken to see that no air is trapped in the

line, thus preventing solution contact with pipe walls.

The Contractor shall not undertake any work on the reticulation after

disinfection.




After any water main has been tested and disinfected it shall be kept charged

with water under pressure. If the permanent connection to the existing

reticulation is not made within three days a temporary connection of at least DN

20 shall be made from the existing reticulation.

Connection to the existing reticulation will only be made by the Council after the

new reticulation has been successfully tested and disinfected.

G2.13. CONNECTIONS TO CITY SUPPLY

No person, other than the Council staff, or a Contractor authorised by the

Council shall make any connection to a water main or pipeline already supplying

water to consumers.

No connection will be made until the whole of the new works being connected is

completed to the standard required by the Council.

A price for making the connection will be provided by Council to the works

Contractor or Developer who will be invoiced for the sum on completion of the

connection.

G2.14. AS BUILTS AND COMPLETION DOCUMENTATION

On completion of construction, information and documents as required by

Chapter 66 of the District Plan Part A and as detailed in Appendix M1, Section

1.1 (As-built Information), shall be provided by the Construction Co-ordinator.

CODE OF PRACTICE FOR SUBDIVISION Part H1 – Wastewater -


Napier City Council JULY 2015 H-79

H. WASTEWATER

H1. WASTEWATER – DESIGN

H1.1. INTRODUCTION

Wastewater drainage systems shall include for all collection, treatment and

disposal systems as necessary for the safe and hygienic servicing of a

development.

A wastewater reticulation system shall be installed in areas where an operative

wastewater system is available or where the installation of the system is

identified in the 10 year capital programme. In certain situations a treatment

and disposal system may be a requirement of a development approval.

H1.2. RELEVANT STANDARDS AND GUIDELINES

The design of wastewater reticulation, treatment and disposal systems shall be

carried out in accordance with appropriate bylaws, technical standards and

Codes.

The following is a selection of relevant standards and guidelines. The list is not

exclusive and other standards and guidelines accepted by the engineering

profession may be approved.

The latest revision dates are listed in Appendix M7.

(a) Resource Management Act 1991 - sets the guidelines for assessing

environmental effects of discharges to air, water and land.

(b) Building Act & Code.

(c) Pipe flow and strength charts provided by various pipe suppliers.

(d) Design guides and charts published by various research and overseas

agencies.

(e) Standards NZ - Standards and Codes covering various pipe types and

systems.

(f) Sewerage Code of Australia WSA 02.

(g) Sewage Pumping Station Code of Australia WSA 04.

H1.3. APPROVALS

Approval by the Council for any proposed connection to a wastewater drain

under Council control shall be obtained in writing before work commences.

The approval to connect will be based on the capacity available and any

engineering aspects of the proposed works. Connections to piped systems

controlled by the Council will be carried out by the Council at the applicant's

expense.




H1.4. DESIGN AND FLOW REQUIREMENTS

All wastewater drainage systems shall be capable of serving the entire catchment

upstream of the actual system assuming development as identified on the

relevant District Plan (including deferred zonings).

This catchment may include land outside the City boundary.

Residential design requirements shall be based on 0.40 L/s/ha.

Pipes shall be sized to cope with peak wet weather flows without surcharge

except where special situations make a differing flow appropriate. An example

of such a situation could be when an upstream catchment is serviced by a pump

station. In such a situation the downstream pipe shall be sized to cope with the

known or expected pumping rate but in no case shall this flow be less than the

wet weather peak that could be expected under a full gravity system.

H1.5. STRUCTURAL DESIGN

All pipes and bedding and surround standards shall be designed to resist future

loads (weight of fill and traffic loads) as "pipes under an embankment" as

AS/NZS 2566.1 or AS/NZS 3725 Supplement 1 as appropriate.

Generally, all pipes and associated structures within road reserves and all other

areas likely to receive traffic shall be designed to HN-HO-72 loading as set out in

the L TNZ "Highway Bridge Design Brief".

H1.5.1. Minimum Cover and Maximum Cut

Minimum covers and maximum cuts shall be as specified hereunder. Any design

involving pipe cover outside this range shall be subject to approval of Council

which will only be given if a complying option is shown to be impractical. The

alternative must be supported with full calculations.

Table H1.5.1 – Minimum Cover

Minimum Cover (above pipe crown)

Unreinforced Pipes ( eg.

earthenware, heavy duty,

or

extra heavy duty uPVC)

Reinforced Concrete

(Class 4) or CL Steel

Private property 500 mm 500 mm

Driveways and similar

trafficked areas 600 mm 500 mm

Open ground 600 mm 500 mm

Road reserves 750 mm 500 mm

Maximum Cut to invert for all pipe types - 3.0 metres.

H1.5.2. Trench Slope


water-stops) shall be provided to prevent surface water running along the






into the sides and inverted of the trench by at least 150mm, and extend 300mm


They should be positioned behind every second pipe joint, or as otherwise


H1.6. PIPE SUITABILITY AND PROTECTION

Pipes shall be selected to resist attack from the fluid being carried. This is

particularly the case for tradewaste sewers. This selection shall also recognise

the soil material and ground water around them. Where necessary, appropriate

protective coatings shall be used. Refer to Table H1.13.

H1.7. SEWAGE PUMPING STATIONS AND PRESSURE MAINS

H1.7.1. General

In general gravity sewer systems, where practicable, shall be preferred to

pumping mains. Pumping stations and pressure mains serving less than the

equivalent of 20 urban lots will not as a rule be taken over by the Council.

The Designer shall be responsible for all aspects of the pumping station design

but pumping stations which may eventually be taken over by the Council must

comply with the minimum requirements set out in this Section.

Generally the pumping station design shall adopt materials selection, fabrication

design and corrosion protection measures to minimise corrosion and material

degradation, the need for on-going maintenance and to prolong the life of the

station and any fittings and equipment used.

The design shall incorporate materials complying with the relevant NZS, AS/NZS

and other international standards where possible. Designers shall familiarise

themselves with the provisions of the Australian WSA 04 “Sewage Pumping

Station Code” and apply its requirements where appropriate.

A Resource Consent, Engineering Approval, and Building Consent shall be

obtained before the commencement of any pumping station construction work.

H1.7.2. Overall Requirements

H1.7.2.1. Pumping Stations Requirements

Pumping stations shall be planned and designed to achieve the following

particular criteria:-

(a) Deliver unscreened raw sewage efficiently from a defined catchment to

an appropriate receiving system.

(b) Comply with Council requirements applicable at the time.

(c) Meet odour and noise pollution prevention requirements.

(d) Minimise the visual impact on the neighbourhood.

(e) Incorporate remote (telemetry) monitoring, alarm and control devices.

(f) Provide safe working conditions for operation and maintenance

personnel.

(g) Be designed for no-person entry for normal operation.




(h) Be easily maintained using Council standard maintenance practices.

(i) Be capable of operating without sewage overflow.

(j) Utilise standard components that are readily available and

interchangeable.

(k) Operate reliably, effectively and automatically (i.e. normally

unattended).

(l) Have redundancy so that failure of any one component shall not cause

total failure of the system.

H1.7.2.2. Sewerage pumping mains

(a) Sewage Pumping Mains shall be laid as rising mains, rising in the

direction of flow, minimising any high points along the length of the

pipeline.

(b) Maximum depth of pumping mains shall be 1.5 metres, except where

approved over short lengths up to 2.5 metres deep.

Only in exceptional circumstances, where all other alignments have been

exhausted, shall departure from these requirements be considered.

H1.7.3. Site

Pumping stations shall be located on a separate lot in the subdivision. The lot

shall be of adequate size to facilitate the parking and manoeuvring of trucks,

tankers, cranes and other vehicles used for maintenance. A sealed accessway of

not less than 3 metres width shall be provided to the nearest public road.

The whole section on which the pumping station is located shall be fenced and

provided with a locked gate, and be of sufficient size to accommodate a

replacement pump-station, if required to be constructed in the future.

The selection of the site shall take into consideration the provision of sufficient

buffer from houses, built-up areas and future development. The site shall be

suitably landscaped in consultation with the Council.

H1.7.4. Chambers

Pumping station chambers may be precast or built in situ. Concrete slabs shall

have access openings located centrally over each pump and, when located on

public roads or berms, slabs shall be designed to withstand HN-HO-72 wheel

loadings. Openings should be large enough to allow the removal of pumps out

of the pumping station chambers.

The provision of a superstructure would depend on the size of the pumping

station and on whether control panels and other electronic/electrical equipment

can be serviced in wet weather. This needs to be determined by consultation

with Council staff before the submission of plans for final approval.

If pumping stations incorporate a superstructure, the roof of the building shall

be removable to enable the lifting of pumps by crane, or a suitable crane must

be installed inside the building.

Pumping stations shall be of the dry well type utilising submersible pumps

installed in the dry section of the structure. Submersible pumps installed in a

wet well will only be approved in exceptional circumstances and for relatively




small pumping stations. In this case the total weight of any installed pump shall

not exceed 120 kg.

The size of pumping stations shall be adequate to provide sufficient emergency

storage in order to reduce the risk of overflows caused by power failure or

blockage/damage of the pumps or rising main. For this reason emergency

storage of 6 hours ADWF shall be provided, above the normal pump starting

level, in the main chamber, a special emergency chamber, in upstream access

chambers or in a combination of these.

Unless variable speed pumps are used, the pumps and the chamber shall be

designed to ensure that starts do not exceed 8 per hour The design of the

chamber, (including calculations proving a maximum of 8 starts per hour), shall

be submitted to NCC for consideration.

Generally pumping chambers shall be of adequate dimension to accommodate

all pumps and other equipment without congestion and provide adequate space

for repairs and maintenance.

Cast in situ exposed concrete surfaces in the wet-well collection chamber and, if

applicable, the storage tank, shall be constructed in sulphide resistant concrete

or they shall be coated or lined to resist corrosion attack.

Chambers shall be designed to resist earthquake loadings and all fittings shall

be strapped and secured against earthquake damage. Gravity and pressure pipe

connections to pumping stations shall be double jointed as shown in Drawing

M3.18 in order to provide flexibility for resisting fractures that may be caused by

earthquake movement.

Designers shall take into account the fact that a significant proportion of Napier

City is prone to liquefaction during earthquake conditions. In order to limit

damage from differential settlement pumping station design shall incorporate

grouping of facilities within earthquake resistant structures (e.g. valves located

within a concrete valve chamber), so that the potential number of breakages is

reduced.

Chambers shall be designed to prevent flotation when empty, and with

groundwater up to ground level.

H1.7.5. Design Flows

Pumping stations shall be designed to cope with Peak Wet Weather Flows (PWWF)

from their catchment area, which currently for Napier is 0.40 L/s/ha(gross) for

residential areas. For nett areas (excluding roads and reserves), PWWF can be

calculated using 0.3 L/s/ha.

Pumping stations should have adequate capacity to accommodate any likely

future growth resulting from the development of the upstream catchment in

terms of the District Plan (including any deferred zoning).

H1.7.6. Pumps

In order to facilitate maintenance and holding of spare part stocks, pumps shall

be compatible with those currently used by the Council.

Pumps shall be selected on the basis that they will cope adequately with the total

pumping head that can be generated when the design flow is pumped.




The only pumps acceptable for installation in a pumping station shall be sewage

pumps with non-clogging impellers, capable of handling a minimum solid size of

75 mm discharging into DN100 (or larger) rising mains. If for sound technical

reasons DN 100 rising mains are not suitable, grinder/macerator pumps with

riser mains no smaller than DN 75 may be approved.

The design of the pumping station must allow for the PWWF flow to be dealt with

by either one or more duty pumps. In addition to the duty pump/s, a standby

pump shall also be installed in each pumping station. This pump shall have a

capacity at least equal to the largest installed duty pump. The operating

arrangement of the pumps shall allow the duty sequence to be automatically

interchangeable and shall include a manual override.

Pump efficiency shall be within the normal duty range and unless specifically

approved by the Council, shall be no less than 40%.

H1.7.7. Valves, Pipework, Metalwork, etc

Each pump shall be protected by non-return valves and must be capable of being

isolated for maintenance purposes by gate valves all of which shall be installed

in an accessible chamber. A main valve that would be capable of isolating the

whole station shall also be provided. Valves shall preferably be gate valves or

another approved type that does not block easily.

Valves shall be fitted to the pumps in such a way that maintenance can be

undertaken on the standby pump and its reflux valve without interfering with the

operation of the duty pump/s.

Pipes of DN100 or larger shall be ABS, API Schedule 40 line pipes, concrete lined

steel or cast iron and shall have all bends and valves etc. protected against any

likely movement due to thrust. To enable the dismantling of flanged or welded

fittings, provision shall be made in the system for the installation of adequate

Gibault or other suitable joints.

The design of pressure mains shall be considered together with the design of

the pumping station. Pressure pipes shall be capable of accommodating design

pressures with an appropriate safety factor. Pressure pipe sizes shall be

matched to pump outputs to ensure minimum velocities capable of transporting

the solids. Under no circumstances will minimum velocities be less than 0.6

m/sec.

Sewage pumping mains shall be laid as rising mains, rising in the direction of

flow, minimising high points along the length of the pipeline.

Maximum depth of pumping mains shall be 1.5 metres, except where approved

over short lengths up to 2.5 metres.

Only in exceptional circumstances, where all alignments have been exhausted,

shall departure from these requirements be considered.

Access ladders shall be made of sandblasted stainless steel, or a suitable plastic

alternative. To prevent internal corrosion handrails shall be made of solid 25

mm steel, or aluminium. All metalwork, unless aluminium or stainless steel,

shall be hot dipped galvanised after manufacture.

Pumping stations shall facilitate portable pump access to the wet well and a

flanged valved connection shall be provided to the pressure main past the non-

return valve, capable of receiving the discharge from a portable pump.




H1.7.8. Electrical Installation and Instrumentation

Electrical fittings and equipment shall be safety rated for their particular location

and use. All electrical equipment shall comply with the “NCC Utilities Standard

Electrical Details”.

The electrical design shall allow for a 25% factor, above that which is calculated.

All electrical switch gear shall be located above ground and at least 300 mm

above the predicted flood level resulting from a storm with a 2% probability of

occurrence annually. If the pumping station does not have a superstructure, all

control equipment shall be installed in a weatherproof stainless steel cabinet

mounted on a plinth.

Control panels shall conform to the Council’s standard layout and their

instrumentation shall include, but not be limited to, the following:

Individual pump input and output flow and total station flow (by means

of PSMs or equivalent)

Rising main pressure

Amperes

Pump running times (cumulative)

Excessive bearing temperatures

Individual pump operation and starting and stopping levels must be able to be

set on site and all pumps must have a manual start/stop override. In order to

reduce surge and high power demand on starting, pumps are required to

operate with soft start, or Variable Speed Drives (VSD’s).

Stations shall be fitted with an approved power point for connecting emergency

power generators. A 3 pin, 3-phase plug shall also be provided.

H1.7.9. Telemetry – Alarms

Pumping stations shall be connected to a telemetry system. The size and

complexity of this system shall depend on the size and complexity of the

pumping station. Telemetry systems shall be designed to provide the following

three functions:

H1.7.9.1. Alarm Creation

The system shall create an alarm when an unacceptable status occurs at the

station. The alarms shall be transmitted via telemetry and displayed at

appropriate remote workstations e.g. the NCC Civic Building.

H1.7.9.2. Status Monitoring

The system shall provide information on the status of equipment, wet-well levels

etc. while operating within normal parameters. The status shall be transmitted

via telemetry and displayed at appropriate remote workstations.




H1.7.9.3. Control

The system shall provide limited remote manual control of the operation of the

station. Specifically, provision shall be made to employ telemetry to turn station

control from remote to local and vice versa and switch individual pumps ON and

OFF.

Pumping station telemetry shall conform to the Council standards at the time of

installation. Telemetry among other things shall include the following:

Power outage

Pressure in the rising main

Electrical faults

Wet well levels

Pumps operating

High level alarm

H1.7.10. Detailed Design Drawings

Detailed design drawings shall be prepared in accordance with Council practices

to a suitable scale and shall include the following as a minimum:

A locality plan showing overall layout and location of works

A detailed site plan of the pumping station

Detailed plans of the civil structures and works

Mechanical design plans

Electrical design plans

Plan and longitudinal sections of pressure mains and gravity sewers

A landscape plan of the site

Lighting, security and fire control plans

Plans showing any appropriate special details

H1.7.11. Miscellaneous

A 25-mm water supply connection must be provided at the immediate vicinity of

the pumping stations. The supply shall be fitted with an approved reduced

pressure zone (RPZ) backflow preventer.

The pressure rating of the rising mains must relate to the appropriate maximum

design head but under no circumstances shall be less than PN9 (AS/NZS 1477).

The effects of surge (water hammer) pressures shall be addressed and in

addition to soft starting and stopping requirement, other measures to limit their

impact must be incorporated in the design as necessary.

Above ground installations and equipment must be designed and constructed in

a way as to be aesthetically acceptable and to minimise visual impact. If there is

any chance of uncontrolled emergency discharge to land or water, a Discharge

Consent shall be obtained for such discharge under the Resource Management

Act 1991. All necessary conditions pertaining to this consent shall be complied

with, before the handing over of the pumping station to the Napier City Council.




Other issues to be considered in the design of sewage pumping stations to

improve operation and reduce risks and nuisances are listed below.

H1.7.11.1. Design

Provision of system curve for the pumping station and rising main and selection

of pumps to operate efficiently at the design flow rate on the system curve.

H1.7.11.2. Construction

Waterproofing of substructure, treatment of wall surfaces to reduce

maintenance, doors should open outwards, walkways, ladders and steps,

metalwork.

H1.7.11.3. Ventilation

Reduce damp conditions, disperse odours, clear foul air, and prevent corrosion.

Design wetwell to minimise dead spots.

H1.7.11.4. Electrical Safety

Lighting fixtures, metalwork causing sparks, control circuits, voltage probes,

standardise colours of control board indicator lights.

H1.7.11.5. Effects on Public

Noise, odour, radio and Television interference.

H1.7.11.6. Safety

Safety grill under the hatch to prevent falling into the well, ladders for

underground chambers located to facilitate quick escape, provision of outside

lighting with easily accessible switch.

H1.7.11.7. Overall Safety

The design shall incorporate solutions that would minimise operation and

maintenance risks associated with confined spaces.

H1.7.11.8. Hydrogen Sulphide

The design shall consider means of reducing the production of hydrogen

sulphide.

H1.8. LOCATION OF WASTEWATER MAINS

Wastewater mains shall generally be laid in the carriageway. The Council

standard position for wastewater mains in residential areas is in the centre of the

carriageway.

The placing of public drains in private properties will only be considered where

particular conditions make the use of the public road option unfeasible.

For any public drainage on private property:

(a) Access chambers shall be sited completely on one lot such that the

opening is 1.3 metres clear of the boundary and not on the boundary of

two lots.

(b) Reticulation lines to rear lots shall be sited with regard to having a

minimum effect on the building area available on the lot.

(c) Easements shall be provided.




H1.8.1. Clearance to Other Services


other services.


(a) Horizontal

Between mains larger than DN225 and other services 500 mm

Between mains up to DN225 and other services 300 mm

(b) Vertical

At crossings 50 mm

(This space shall be filled with compressible material)

Where possible, designs which require wastewater mains to be laid in

the same trench as water mains shall be avoided.

H1.9. CONNECTIONS

All urban lots (residential/commercial/industrial) shall be provided with

wastewater connections at such a depth at the boundary that a drain is able to

be extended from the connection at grades and cover complying with the

Building Act, to the furthest likely wastewater connection point on the lot.

Subject to satisfying this criterion the end of the connection which shall be

located 500 mm into the lot shall be at a depth to invert of between 700mm and

1600mm. Where a connection needs to go deeper than 1.8 metres below

ground level for a soffit to soffit joint a ramped riser shall be constructed to

bring the connection to within 1.2 metres of ground level provided the site can

be adequately serviced. A typical example is illustrated in Drawing M3.13. (See

Part M)

Connections shall not be made directly to trunk mains, or drains more than 3.0

metres deep to the invert of the pipe. Such situations shall be overcome by the

construction of a shallower branch drain laid from an access chamber on the

deep drain and connections made from the shallower drain.

Residential connections shall be DN100 and shall be located centrally on the lot

except where lots have a significant fall from one side to the other in which case

the connection shall be approximately 2.4 metres from the low side of the lot.

All connections where practicable shall have at least 300 mm horizontal

clearance to adjacent services.

Separate connections can be made to two adjacent residential properties by

means of a single 150 mm connection on the sewer main in accordance with

Drawing M3.12. This method can only apply where the lot boundaries are fixed,

the lots are without significant fall away from the common boundary and there is

no significant impediment to the location of the connections.

All lateral connections (sewer and storm), to be fitted with an inspection eye, to

facilitate CCTV inspections and maintenance. End caps to be brought to FGL,

and appropriately marked.

Commercial and industrial lots shall be provided with individual appropriately

sized lateral connections of not less than DN150 located centrally on the lot. An




inspection chamber shall be installed inside the property adjacent to the street

boundary, where the connection is directly into the pipeline. An inspection

chamber is not required where the connection is made to the main via an access

chamber. Inspection chambers may be DN600 or 600 mm x 450 mm

rectangular where the depth of the chamber does not exceed 900 mm. In all

other cases a standard DN1050 access chamber shall be constructed with

standard cover and frame. Direct connections of DN150 can only be made when

the main is DN450 or greater.

An approved plug or cap of appropriate material shall be installed on the last

pipe of each lateral connection or on the inspection chamber as appropriate.

Plugs or caps shall be colour-coded, or the pipe-ends painted, to the

following coding:

Stormwater : green

Wastewater : red

All connections shall be made to the main by use of factory made Y junctions or

direct to access chambers. All connections to access chambers shall be between

45 degrees

and 90 degrees to the property boundary to avoid long oblique

connections in roads (see Drawing M3.14). The connection to the main must

generally be within the frontage of the property as defined by the side

boundaries extended.

H1.10. ACCESS CHAMBERS

Access chambers shall be provided at all changes of direction, gradient and pipe

size, at branching lines, terminations and at a distance apart, not exceeding 100

metres. They shall be located such that the access chamber structure is clear of

any boundary by a minimum of 600mm and the opening is 1.3 metres clear.

All lines of DN150 or larger shall terminate with a DN1050 (min) access chamber

at the upstream end. Where different sizes of new pipes are built into an access

chamber the downstream pipe shall always be of a larger diameter than the

upstream pipe and their soffits shall be at the same level.

Full size access chambers shall be DN1050, and have a maximum of 6

connections (refer to Drawing M3.9).

Shallow type access chambers of DN600 may be used on lines of up to DN150

and to a maximum depth of 900 mm from lid level to invert provided full sized

access chambers are placed at not more than 100 metre centres.

The grade across the invert of an access chamber shall not be less than the

greater of the general grade of the wastewater main or 20mm. Where a

wastewater main changes direction, additional falls shall be provided to account

for losses due to bends.

Access chambers of more than 3 metres depth will not normally be accepted.

When no alternatives are available they shall be specifically designed.

All joints in access chambers must be sealed using appropriate methods. No

visible infiltration through walls or floors will be permitted.




H1.11. DESIGN PARAMETERS

H1.11.1. Gravity Systems

Gravity systems shall be designed to carry Peak Wet Weather Flow (PWWF)

including allowances for ground and stormwater inflow and infiltration. The

following shall be used to determine Peak Wet Weather Flow (PWWF):-

(a) Residential Flow

Peak Wet Weather Flow (gross area based) 0.40 L/s/ha or

(nett area based) 0.30 L/s/ha

(b) Commercial and Light Industrial Flow (Ahuriri, Pandora, Onekawa)

Peak wet weather flow 0.7 L/s/ha Industrial Areas

Where possible, flows from industrial areas shall be assessed by

measurement or knowledge of the process being served. Where

information is unavailable the quantities below (which include a

domestic component) shall be used.

PWWF = 1.3 L/s/ha

The area used for calculating flows shall be the net zoned land; ie.

excluding roads, parks etc.

(c) Retail and Suburban Commercial Areas

These areas shall be designed for:

PWWF = 0.40 L/s/ha

Design flows for other than domestic areas shall be discussed with the Council

before detailed design is carried out.

H1.12. PIPE DESIGN

Wastewater mains may be designed using Mannings or Colebrook White

formulae.

Roughness coefficients, allowing for aging and joints are:

Pipe Type Colebrook White k (mm) Manning’s (n)

Concrete or GEW* 1.5 0.013

uPVC or HDPE 0.6 0.012

*The use of concrete or earthenware pipes is not preferred.

Minimum diameter of gravity wastewater mains shall be DN150. The minimum

diameter of connections shall be DN100.

Minimum velocity shall be 0.7 m/sec at the peak dry weather flow. Maximum

velocity shall be 2.5 m/sec unless otherwise agreed with the Council.

Normal acceptable minimum pipe grades shall be:

Pipe Internal Diameter

(DN) Gradient Percentage Min. Grade

100 mm

150 mm

200 mm

1.0

0.4

0.3

1:100

1:250

1:333




Pipe Internal Diameter

(DN) Gradient Percentage Min. Grade

225 mm

250 mm

300 mm

375mm

450mm (and greater)

0.25

0.2

0.167

0.125

0.1

1:400

1:500

1:600

1:800

1:1000

In all instances, the uppermost manhole to manhole length of 150mm pipe must

be laid at a grade of not less than 1:150.

Pipes shall generally be laid soffit to soffit.

Pipe and Appurtenance Details:-

Acceptable pipe trenching and bedding systems, access chambers and

associated features are shown in Appendix M3.

H1.13. MATERIALS

H1.13.1. Pipe Materials

Whilst the following pipe materials can provide acceptable solutions for certain

uses not all materials will be accepted for general use. The Design Co-ordinator

should discuss preferred pipe types with the Council prior to completion of

design drawings and specification. Pipes shall comply with the industry

accepted standard applicable at the time. Pipe selection shall recognise the soil

type and groundwater around the pipe.

Pipes used shall be new and of good quality. All pipes shall utilise flexible joints

of a type recommended by the manufacturer and as approved by the Council for

the use being proposed.

Table H1.13: Wastewater Pipe materials and Standards

Material Preference Material Standard Laying

Standard

UPVC – unplasticised

PVC Preferred SN16 - AS/NZS 1260

Flexible

pipelines

Design

AS/NZS

2566.1

Laying

AS/NZS

2566.2

PVCM – modified PVC

Approved for use but

only when it can be

shown to have

superior aspects for

the specific site

conditions over the

preferred UPVC

AS/NZS 4765

OPVC – orientated PVC

Preferred for pressure

applications due to

improved performance

under repetitive

loadings.

AS/NZS 4441

HDPE Approved for pressure

applications

AS/NZS 4130

AS/NZS 4131

ABS

Preferred for internal

pipe work in pumping

stations

AS/NZS AS 3518




See H1.13.1.1 to H1.13.1.5 below for additional details.

H1.13.1.1. Concrete Pipes

Concrete pipes shall be sulphate-resistant, reinforced concrete, rubber ring

jointed and shall comply with AS/NZS 4058 “Precast concrete pipes (pressure

and non-pressure)". They must be marked with the date of manufacture, and

cured for at least ten days before delivery. Pipes without a date mark will not be

accepted.

The minimum strength class of pipe shall be Class 4.

H1.13.1.2. Cement Lined Steel Pipes

Steel pipes shall meet the requirements of NZS 4442: - "Welded steel pipes and

fittings for water, sewage and medium pressure gas". Pipes shall be lined

internally with mortar. When used in above or below ground situations, special

external protective coatings approved by Council shall be used.


systems. Jointing systems shall be as recommended by the manufacturer and as

approved by the Council.

Polypropylene

Approved for gradients

greater than 2%, and

only when it can be

shown to have

superior aspects for

the specific site

conditions over the

preferred UPVC

AS/NZS 5065

DICL – Ductile Iron

Cement Mortar Lined

Preferred in shallow

cover situations

particularly in roads,

not recommended in

aggressive soils.

AS/NZS 2280 or

BS EN 598

FRP- Fibreglass

Reinforced Plastic

Approved for use for

specific site conditions

– refer Asset Manager

BS EN 14364 (2006) /

BS 2782

Flexible pipelines – all of above

Reinforced Concrete

Not unless specifically

approved, and then

must be sulphate

resistant cement

AS/NZS 4058

Class 4(Z)

AS/NZS

3725

CLS –Cement Lined

Steel

Approved for large

diameter pumping

mains

NZS 4442

CI – Cast Iron By preference

superseded by DICL

Corrugated Steel Not allowed

Galvanised Steel Not allowed

Earthenware Benching only

To check currency of standard, refer to Appendix M7.




H1.13.1.3. Unplasticised PVC Pipes (uPVC)

Rubber ring joining systems shall be used.

Gibault joints shall be used at junctions with cast iron and concrete lined steel

fittings except where cast iron fittings with formed rubber ring sockets are used.

H1.13.1.4. High Density Polyethylene (HDPE)

Joints shall be electro-fusion butt-welded, flanged or approved mechanical

couplings. Only jointing systems that provide a clean unimpeded bore will be

approved.

H1.13.1.5. ABS Pipes

ABS pipes are preferred for wastewater pump stations and valve chambers. ABS

pipe and fittings of appropriate pressure ratings shall comply with AS 3518.

H1.13.2. Pipe Strength and Bedding

The pipe strength and bedding type shall be selected to meet the requirement of

the design loading condition. This may be derived from NZS/AS 3725 or

manufacturer's published tables.

Granular bedding shall be used with all pipes except in extreme load situations

when structural design shows it to be inadequate. Bedding shall extend from

100 mm below the pipe, around it and to a minimum height of 100 mm above

the pipe (see Drawings M3.2 and M3.3). Bedding material (6 mm–10 mm) shall

be clean pea metal or other granular material approved by the Council.

Pipes to be laid in soft flexible soils shall be specifically designed to take into

account the conditions – refer to AS/NZS Laying Standards.

H1.13.3. Precast Access Chambers

Precast concrete access chambers shall comply with the requirements of AS/NZS

4058 and have an internal diameter of 1050mm. The reinforced concrete top

shall have a minimum thickness of 150mm and be capable of withstanding HN-

HO-72 traffic loadings.

If larger chambers are required, they shall be specifically designed for the

purpose, or utilise approved proprietary components, suitable for the traffic

loading characteristics.

H1.13.3.1. Shallow Access Chambers

Shallow access chambers shall utilise DN 600 sump barrels with a standard

Council cast iron frame and cover. Maximum invert to lid depth is limited to

900mm.

H1.13.3.2. Step Irons

Shall be corrosion resistant and designed to minimise slipping (see also

I1.21.3.2).

H1.13.3.3. Access Chamber Covers and Frames

Access chamber covers shall be of the hinged, circular variety, nominally 600mm

diameter, and manufactured from first quality heavy duty cast iron and shall be

coated with bituminous protective coating.




The covers shall be set a maximum of 400mm above the underside of the

precast chamber slab, and bedded on concrete spacers (see Drawing M3.5).

Proprietary bolt-down chamber covers, from an approved supplier, may be used

where appropriate. They shall be set to level, and secured to the concrete slab,

using suitable fixings, or cast-in anchors. When used in roads, the hinge shall

be located on the side nearest to oncoming traffic.

H1.13.4. Concrete and Mortar Materials


specification.

NZS 3104 Specification for Concrete Production

NZS 3109 Concrete Construction

NZS 3124 Concrete for Small Works

NZS 3114 Concrete Surface Finish

Concrete for all uses shall be high grade concrete with a minimum crushing

strength at 28 days of not less than 20 MPa.


H1.14. INFILTRATION CONTROL

All wastewater drainage including mains, laterals, access chambers and pumping

stations must be constructed so as to prevent the inflow of stormwater and

groundwater infiltration and any root penetration.

All joints in access chambers must be sealed using appropriate sealing systems.

No visible infiltration through walls or floors will be permitted.

Existing laterals, mains and other structures that are abandoned during

construction must be properly sealed off to prevent infiltration into the

wastewater drainage system. Laterals shall be sealed as close to the main as

possible or as required by the Asset Manager.

While construction of a new wastewater drainage system is underway, the

pipeline at the lower end shall be effectively plugged to prevent ingress of

stormwater into the main network from uncompleted pipework and structures.

Only in extreme cases will the discharge of stormwater into the wastewater

drainage system be considered. The Asset Manager’s approval must be

obtained before any such discharge occurs.

H1.15. ON LOT TREATMENT AND DISPOSAL OF HOUSEHOLD WASTES

H1.15.1. Introduction

On lot treatment and disposal may be approved in areas where there is no

immediate likelihood of connection to the City wastewater system and the

provision of a community system for takeover by the Council is not considered

appropriate. On lot systems remain in the ownership of and the responsibility of

the property owner (see also H1.1).




H1.15.2. Relevant Standards and Guidelines

The design of On-lot Wastewater Treatment and Disposal shall be in accordance

with the appropriate technical standards and Codes.

A selection of currently available relevant standards and guidelines are:

Handbook on Sewage Treatment and Disposal USEPA, 1994

Treatment and Disposal of Wastewater from Homes by Soil Infiltration

and Evapotranspiration, Dr Alfred P Bernhart, 1973

On-site wastewater disposal from Households & Institutions - Auckland

Regional Council 1994, Technical Publication No. 58

AS/NZS 1546.1 – On-site Domestic Wastewater Treatment Units, Part 1:

Septic Tanks

AS1547 – On-site Domestic Wastewater Management

Regional Resource Management Plan.

These documents need not limit designer’s references and other recognised

standards and guides may be approved.

H1.15.3. Design Standards

On-lot treatment and disposal shall normally be water based providing treatment

in two stages.

(a) A primary treatment system which may be a septic tank or home

treatment plant,

(b) A disposal system which disposes of the primary treated waste to

ground, in which further treatment occurs.

In some situations where potential for environmental contamination is high (eg.

poor soil, high water table) tertiary treatment by disinfection or extra filtration

may be required.

In special circumstances the use of other than water based wastewater systems

may be proposed but this will generally only apply to extremely remote lots in

difficult soils for soakage, or where special environmental needs exist. In such

cases provision must still be made for land disposal of grey water.

Ultimately, all systems must comply with the requirements of Hawke’s bay

Regional Council’s Regional Resource Management Plan, including any consents,

and it is recommended that any proposals for on-site treatment must be

discussed with them at the feasibility stage.

The design of all systems shall be based on adequate fieldwork, to properly

assess soil conditions and water table depth, and survey where necessary to

accurately locate waterways and ditches.

All systems involving a direct discharge to water or land will require a Resource

Consent to be obtained from the Regional Council.




H1.15.4. Minimum Requirements

On-lot wastewater treatment systems shall:

(a) Be located in an area where the ground surface is free of inundation

from a storm with a 20% probability of occurring annually (see Chapter

66 of the District Plan Part C Section 5.10); and

(b) Comply with all the requirements of the Regional Resource Management

Plan for a Permitted Activity – Discharge of Contaminants from On-Site

Wastewater Treatment Systems to Land; or

(c) Comply with the conditions of a Resource Consent obtained from the

Hawke’s Bay Regional Council for the discharge of contaminants to

land.

(d) Comply with the density provisions of the District Plan.

(e) Not create erosion issues arising from discharges into the ground.

H1.16. WASHDOWN FACILITIES

Where washdown facilities are required for a development, they shall be

designed in accordance with Part I1.23.




H2. WASTEWATER – CONSTRUCTION

H2.1. GENERAL

All drainage systems shall be constructed to lines and grades specified in the

design drawings and to standards suitable for ensuring pipelines are able to

serve their purpose over the required design life. Drainage construction

methods shall comply with the appropriate technical standards and codes.

H2.2. SETTING OUT

All drainage works shall be set out to the position and levels detailed on the

approved drawings.

Where the alignment is related to the road boundary, drains shall be laid with

reference to permanent land transfer boundary pegs or temporary boundary




All pipes must be laid to the gradients specified on the drawings. Final

acceptance will be by visual or CCTV inspection, to ensure alignment meets

appropriate tolerances for pipe diameter and gradient, up to a maximum of ±

10%. Low spots that hold water will not be permitted.

H2.3. TRENCHING

Trenches shall be opened only after all required Consents and Trench Opening

Notices have been uplifted. All trenching shall comply with the safety

requirements of the Health & Safety in Employment Act.


requisite bedding metal thickness below the pipe to be placed (not less than 100

mm). The trench width shall be kept to those dimensions detailed in the design

drawings which ensure that it is narrow enough to allow the pipe to be laid in

trench conditions but wide enough to enable pipe surround material to be


All trenching in Napier roads or on services to be taken over by Council shall be

carried out in accordance with "Specification for Service Maintenance Operations

and New Service Installations within Road Reserve (including Trench Excavation


H2.3.1. Trenches in Open Land




H2.3.2. Trenches in Road



network utility services are endangered or where traffic routes are restricted.




H2.4. CONTROL OF WATER

The Contractor shall keep the excavations free from water and wastewater at all

times and shall provide all such pumping plant, pipes, and materials as may be

required for this purpose.

Under no circumstances shall any water be allowed to drain directly into the

existing wastewater drains.

H2.5. CONTROL OF WASTEWATER FLOWS

The Contractor shall be responsible for the maintenance of wastewater flows at

all times during construction and shall ensure that workers or other people’s

health is not in any way affected by wastewater flows. Prior to commencing

work and if required by Council, the Construction Co-ordinator/Contractor shall

show how wastewater flows will be maintained.

To achieve maintenance of flows, measures such as temporary damming of

access chambers and pumping or other methods may be required for the

duration of the project or for parts of the project.

Disposal of wastewater from all properties shall not be affected by works.

H2.6. PIPE CONDITION

All pipes supplied for use in the works shall be new and in good condition. They

shall be examined before being laid and any pipe showing defects of any

description shall be removed from the site and not used in Council works. Any

pipes damaged during laying shall likewise be removed except where damage is

minor or to repairable coatings. In such cases the coatings and other damage

shall be repaired to the manufacturer’s specification so as to achieve a condition

at least as good as a new undamaged pipe.





using wide slings; ropes and chains shall not be used.

H2.7. PIPE LAYING AND JOINTING

A registered drainlayer shall be employed to supervise and certify all pipelaying

works.

The laying and jointing of pipes shall be strictly in accordance with the

manufacturer's recommendations, and Council's requirements. Bedding shall be

as detailed in the design documents.

Where a pipeline is to be constructed through soft ground, unsuitable

foundation material shall be removed and replaced with sound material.

Alternatively, other approved methods of construction shall be carried out to

provide an adequate foundation for the pipeline.

Drainage structures including access chambers shall be clear of boundaries and

other obstructions.

Pipelines shall be laid clear of existing buildings. Pipelines shall not be laid in

front, side and rear yards unless clearance needs have been previously




determined by the Design Co-ordinator having regard to possible disturbance of

structures.

H2.8. JOINTING PIPES

Jointing shall be strictly in accordance with the manufacturer's instructions or in

accord with specific design details.

Spigots, sockets, rubber rings and sleeves etc shall be thoroughly cleaned and

lubricated where appropriate before jointing.

H2.9. PIPE CONTAMINATION

Adequate precautions shall be taken while laying pipes to prevent the entry of

debris. Where required, the pipeline shall be temporarily sealed with fixed

covers or bungs to prevent entry of foreign matter or groundwater.

H2.10. CONNECTIONS

Connections, unless approved otherwise, shall be constructed using factory

made Y junctions. In-situ saddle connections are generally not allowed on

wastewater mains.

Each connection shall be laid soffit to soffit except when a drop is constructed.

Each connection end shall be marked by a stake (plastic flexipost or similar)

extending to 600 mm above ground level.

Connections whether to reticulation lines or to access chambers shall be sealed

by a factory made sealing cap.

H2.11. ACCESS CHAMBER CONSTRUCTION

Access chambers shall be constructed as detailed in Drawings M3.6 to M3.9.

Where more than a single riser is used in an access chamber, riser joints shall be

sealed with epoxy mortar.

Mini access chambers of depth 900 mm or less to invert shall utilise DN600

reinforced concrete pipe with construction otherwise being to the requirements

of this Code.

Where an access chamber excavation is found to be in soft ground the area

under the access chamber shall be undercut down to solid and backfilled with

hardfill to provide an adequate foundation for the access chamber base.

Alternatively work can be stopped and a specific solution designed. Before any

concrete is placed the base of the trench shall be free of all debris and water.

Inverts of all wastewater access chambers shall comprise of earthenware half

pipes embedded in concrete.

Pipes shall be laid 'soffit to soffit' taking into account grade of the pipelines and

any designed drop through the access chamber.

When uPVC pipes are used factory made "access chamber shorts" shall be used

at access chamber entry points.

Care shall be taken to ensure that chamber access holes and step-irons are

orientated correctly.

All step irons shall be tightly placed and penetrations filled with epoxy mortar.




The walls, benching and invert of access chambers shall have smooth internal

finish. Any leaks shall be neatly plugged.

Precast concrete access chamber covers shall be placed, jointed and sealed with

mortar onto the top riser. Cast iron access chamber frames shall be bedded on

epoxy mortar.

Access chamber frames shall be set proud of the surrounding ground levels by

10 mm and set at the same crossfall and gradient as the surrounding surface.


chamber frame over a distance of not less than 500 mm all round.

H2.12. INLET AND OUTLET STRUCTURES

All structures shall be constructed in accordance with the design drawings.

Provision shall be made for energy dissipation within and/or immediately

downstream of the outlet structure.

All steel used on inlet gratings shall be corrosion protected, by hot-dip

galvanising as a minimum.

H2.13. COUNCIL INSPECTIONS

Council Liaison Officers shall be given not less than one working days’ notice to

allow them to carry out all inspections required by Chapter 66 of the District

Plan Part A, Appendix A2.

H2.14. TRENCH BACKFILLING AND SURFACE REINSTATEMENT

Backfilling, around and for a depth of 100mm over the pipes shall be with

approved bedding material (see H1.13.2.). This material shall be carefully placed

and well tamped with hand rammers around and above the pipes with particular

attention to compacting under the pipe haunches.

The remainder of the backfilling and surface reinstatement shall be in

accordance with Council's "Specification for Service Maintenance Operations and

New Service Installations within Road Reserve (including Trench Excavation and

Reinstatement)".

Backfilling shall be carried out immediately after the pipes have been inspected

and the “as built” information recorded. The Contractor may wish to carry out a

test at this stage. In some circumstances backfilling may be required

immediately after laying.

H2.15. INSPECTION AND TESTING OF WASTEWATER MAINS

The entire length of main, including access chambers shall be tested for Council

acceptance after all backfilling has been completed. The timing of this test shall

be advised to Council at least two working days in advance in order that they

may attend the test.

It is recommended that wastewater mains including access chambers and lateral

connections be tested by water test upon completion of each section and prior

to backfilling, while the joints are still visible.

A video record of the interior of the completed wastewater main shall be

provided to the Council's Liaison Officer, for the full length of the main to be

taken over by the Council. The video record shall only be undertaken at the time




of final inspection. If requested, the Council will undertake and provide the video

record. This will be at the Developers cost.

The Council shall be given two working days’ notice of the intention to

undertake a video inspection regardless of whether or not the Council's

equipment is used.

A written record of any defects shall accompany the video when passed to the

Council not later than at the time of giving advice to Council of the final water

test. Subject to the video test showing pipes to be clean and neatly laid Council

will authorise the carrying out of the water test.

The pipelines shall be made watertight prior to the test. Junctions shall be

plugged and tested as an integral part of the main.

All pipelines shall be tested in accordance with the requirements that are set out

in drawing M3.23, which is based on methodology described in withdrawn

standard NZS 4452.

Any faults indicated by either loss of pressure or visible leakage shall be

remedied until conforming test results are achieved.

H2.16. TESTING OF ACCESS CHAMBERS

New access chambers shall be tested for water tightness by filling with water.

After all absorption has taken place the water level shall be maintained for 30

minutes and a visual inspection carried out. Any leakage detected shall be made

good and the access chamber retested, until no leakage occurs.

Groundwater infiltration must also be prevented.

H2.17. AS BUILTS AND COMPLETION DOCUMENTATION


Chapter 66 of the District Plan Part A and as detailed – Appendix M1, (As-built

information) shall be provided by the Construction Co-ordinator.

CODE OF PRACTICE FOR SUBDIVISION Part I1 – Stormwater -


Napier City Council JULY 2015 I-103

I. STORMWATER

I1. STORMWATER – DESIGN

I1.1. DESIGN PHILOSOPHY

I1.1.1. Protection Criteria

Stormwater drainage shall be considered as the total system protecting land

infrastructure and improvements against flooding. The system will generally

consist of a primary drainage system of pipes and open channels, and a

secondary system consisting of open channels, controlled flood plains and flow

paths capable of handling a flood from a storm event having a 2% probability of

occurring annually.

I1.1.2. Primary Protection

Primary protection is to be satisfied by an appropriately sized pipe or channel.

This provides for reasonable stormwater protection standards so as to avoid

nuisance and meet accepted standards for the convenient use of main access

areas. Primary protection is generally provided by stormwater reticulation

systems of pipes but for larger flows and rural areas may utilise open channels.

The primary design return period for Napier has been set for a storm having a

10% probability of occurring annually. Secondary flow paths may carry water in

excess of this design.

I1.1.3. Secondary Protection

The second level of stormwater protection involves an evaluation of what would

happen under major storm flows. It entails providing for such an event in a

manner so as to avoid major hazard or property damage by such steps as:

(a) Providing for controlled stormwater flow via a combination of means

including pipes, roads or identified and controlled paths, watercourse

flood berms or other identified flood plains.

(b) Avoidance of constrictions to primary and secondary flow paths by

buildings or filling or other obstructions, and regular maintenance of

secondary flow paths.

(c) Set appropriate floor levels for buildings as set out in the first schedule

to the Building Regulations 1992 Building Code E1. (It should be noted

that the Council may set higher standards for some of its public

facilities.) The floor levels of such buildings shall, in any event, be set

no less than that required to cater for a flood level from a storm event

having a 2% Probability of Occurring Annually (POA).

The following are considered ‘mandatory’ in residential areas, and

‘recommended’ in commercial/industrial areas:

For flood-prone areas, Finished Floor Level (FFL) shall be set 300

mm above anticipated flood level.




For flood prone areas where there is no secondary flow path at

the 2% POA flood level, then FFL shall be set 400 mm above the

2% POA flood level.

For areas which can be shown to be not prone to flooding, the

Finished Floor Level will be set at 150 mm minimum above

ground level.

(d) Making adequate provision for public health and safety and for

minimising disruption to main transport routes.

I1.2. RELEVANT STANDARDS AND GUIDELINES

The design of stormwater disposal and flood protection systems shall be in

accordance with the above stated philosophy and to appropriate technical

standards and codes.

The following is a selection of currently available relevant standards and

guidelines. The list is approved for use, but is not exclusive and other standards

and guidelines may be approved.

The latest revision dates are listed in Appendix M7, as appropriate.

Resource Management Act 1991 - sets framework of matters to be

considered and consents required

New Zealand Building Code Clause E1 - Surface Water

"The Frequency of High Intensity Rainfalls in NZ" Coulter & Hessel

“Napier City Council Utilities, Standard Electrical Details”

HIRDS - computer rainfall statistics - NIWA

"Regional Flood Estimation NZ” - Tech Publication No 20 Hydrology

Centre Christchurch, 1989

"A Guideline & Procedure for Hydrological Design of Urban Stormwater

Systems" - NZIE

"Culvert Manual - Vols I and II" - MWD

Pipe flow and strength charts provided by various pipe suppliers

Design guides and charts published by various research and overseas

agencies, eg. "Hydraulics of Precast Concrete Conduits" - Cement &

Concrete Association of Australia

"Design Guideline Manual - Stormwater Treatment Devices" - Auckland

Regional Council 1992, Technical Publication No. 10

Standards NZ - Standards and Codes covering various pipe types and

systems

NZS/AS 3725: “Design for Installation of Buried Concrete Pipes” and

Supplement/Commentary to NZS AS 3725

Concrete Pipe Association of Australia "Concrete Pipe Selection and

Installation"




I1.3. APPROVALS

Appropriate approvals are required prior to the commencement of any works

affecting or being connected to any drainage system which comes under the

ownership of the Council and/or the Hawke’s Bay Regional Council.

Such approvals shall be based upon the following criteria:

(a) The capacity available within the affected drainage network.

(b) The quality of the water to be discharged.

(c) The potential impact on the environment.

All such works shall take into account the requirements of the Resource

Management Act 1991 under which a resource consent may be required from

the Council and/or the Hawke’s Bay Regional Council.

Where the ownership of such works is to be vested with the Council these

Consents shall be in the name of the Napier City Council.

The physical connection to piped drains or open drain systems controlled by the

Council will be carried out by the Council at the applicant’s expense.

I1.4. MINIMUM PROTECTION CRITERIA

To satisfy the protection criteria, designs shall be carried out to the following

return periods.

Function

Probability of

Occurring

Annually

a) Primary protection - satisfied by an appropriately sized

pipe or channel drainage system:

10%

Rural and Rural Residential 10%

Residential 10%

Commercial and Industrial

All areas where: i) no secondary flow path is available,

or

ii) the identified secondary flow path

occurs over private property and/or

the consequences of failure of a

system designed for a 10% p.o.a.

would severely impact on

properties or assets.

2%

2%

b) Secondary protection - satisfied by appropriately

designed channels or pipes, provision of secondary flow

paths, controlled flood plains and setting of a flood level

based upon an event having a 2% probability of occurring

annually from which appropriate floor levels can be

established.

2%

(Based on

combined

capacity of

primary and

secondary

systems)

The design of the stormwater system shall include evaluation of effects on

upstream and downstream water levels. Upstream flood levels in developed

areas should not be increased by any downstream development.

I1.4.1. Secondary Flow Paths

Design of secondary flow paths should include an assessment of the potential

for damage in flood conditions.




Secondary flow paths should where possible be provided over public (a)

facilities such as parks, roads, paths, and drainage reserves.

Stormwater runoff from all developed areas and driveways shall be (b)

collected for a 10% POA storm and drained in accordance with the

Building Act so that no nuisance is created.

Any secondary flow path that is recognised as taking excess flow shall (c)

be protected by easement where it is not included in (a) above.

Natural flow channels that are used for the discharge of primary and/or (d)

secondary flows shall be protected by easement to ensure that they are

not built on or disturbed in a manner that might create a nuisance

should water become diverted. (See Part C5.4.4 for easement

requirements).

Buildings shall be located to preserve the secondary flow path and (e)

designed with adequate freeboard.

Where grades are likely to induce erosion, protection measures shall be (f)

incorporated in the design.

Flow paths shall not be restricted by structures such as fences or (g)

hedges.

I1.4.2. Land and Building Sites

The following criteria shall be followed for the development of land and building

sites to ensure that flood risk from a storm having either a 10% or a 2%

probability of occurring annually is minimised.

(a) The flood level shall be established for a storm having a 2% probability

of occurring annually.

(b) All new lots shall be able to be drained to the stormwater outlet

provided. Where the kerb is the outlet the lot shall be at a level that

provides the required drainage and cover to pipes.

(c) Kerb connections have limited capacity. Where flows greater than 8 l/s

are anticipated, (2x 4l/s max. through a double kerb connection), then

a fully-piped system must be designed. (See Section I1.19 “Stormwater

connections”

(d) For all new and reconstructed roads there shall be no surcharge above

sump grates for a storm having a 10% probability of occurring annually.

For roads being reconstructed where this cannot be achieved with

primary protection an alternative design is required.

(e) For all new roads and roads being reconstructed, ponding on roadways

shall be limited to 300 mm above the grate at sumps for a storm having

a 2% Probability of Occurring Annually. For roads being reconstructed

where this cannot be achieved with secondary protection an alternative

design may be required.

I1.5. STORMWATER QUALITY

Where permanent stormwater quality standards are set under Resource

Consents, systems shall be designed to control the discharge of any




contaminants. An acceptable standard for design of such facilities will be

“Design Guideline Manual - Stormwater Treatment Devices, 1992” published by

the Auckland Regional Council.

The Council may require a Developer to construct suitable structures on a

stormwater system to minimise the release of any contaminants in order that the

Council can comply with its discharge consents. (See the rules for stormwater

discharge in the various zones in Volume 1 of the District Plan).

The land use or intended land use will be a consideration in determining the

requirement for any structures together with the requirement of the Regional

Water Resources Plan and the Regional Coastal Plan or any subsequent Regional

Plan.

I1.6. FLOOD ATTENUATION

For large developments or where constraints exist in the downstream

stormwater system a Developer may be required to ensure that the development

creates no increase in downstream storm flow. To satisfy this requirement the

design of stormwater attenuation will be required. This may necessitate the

design and construction of detention ponds. Such ponds shall be designed to

attenuate all flows up to and including a design flow arising from a storm having

a 1% probability of occurring annually. Such ponds shall have spillway

provisions for over-design floods, and the effect of the Probable Maximum Flood

shall be considered.

I1.7. CATCHMENTS

All stormwater systems shall provide for the collection and controlled disposal of

stormwater from within the land being developed together with any runoff from

upstream catchments. In designing downstream facilities the upstream

catchment should be considered as being fully developed to the extent defined

in the current District Plan under both present and deferred zonings together

with such other District Plans where the catchment may encroach outside of the

area of the Council jurisdiction.

Where a developer seeks to develop outside the District Plan Zone then the

design may be required to allow for development of the upstream catchment to

the same standard as the developer seeks.

All stormwater systems and watercourses shall discharge to open drains, except

where Council directs or approves piped drains. Where open drains are retained

through a new development, channel upgrading and/or land raising may be

required.

I1.8. OPEN DRAINS, NATURAL WATERCOURSES AND OVERLAND FLOWS

New open drains or upgraded drains or watercourses should be sized to carry

the full design flow. This may be the primary flow for small drains or the total

(primary and secondary) flow for main watercourses. In some cases, with the

agreement of the Council and where controlled flooding can be accepted under

large storm flows (eg. parks, designated ponding areas) the design can take the

attenuation effects of such areas into consideration.

Two stage channels with a low flow channel and second stage flood channel are

preferred. A typical waterway cross section is provided in Drawing M3.21.




Primary channel and flood berm widths shall be set by the Design Co-ordinator

to suit the design flow and storage requirements. (See Chapter 66 of the District

Plan Part C Section 5.4.4 for minimum requirements.)

Design of open channels and secondary flow paths shall ensure that gradients

will not induce erosion or scour, or where such potential is unavoidable the

design shall incorporate preventive measures, eg silt and debris traps, designed

bank and bed protection.

As required by Part C of Chapter 66 of the District Plan (Code) all open drains

and controlled flow paths shall be protected by easements.

I1.9. STORMWATER RUNOFF CALCULATIONS

Stormwater design usually requires estimation of peak flow, total flow or both

during a storm event. Peak flows are normally suitable for the sizing of pipes

and channels but total flows are required if storage is to be considered.

Flow assessments for stormwater work within the City will need to be modelled

based on rainfall and runoff data.

I1.9.1. Peak Flows

Typically, the Rational Method shall be used for calculating peak surface run-off,

where consideration of storage is not required.

I1.9.2. Runoff Coefficients

For general urban land use minimum run-off coefficients for use with the

Rational Method, are tabled below:-

RETURN PERIOD: ANNUAL EXCEDENCE PROBABILITY

Time of Concentration 1 in 10 year (10%) 1 in 50 year (2%)

30 mins and less 0.55 0.63

1 hour 0.65 0.70

2 hours 0.70 0.74

6 hours and more 0.70 0.75

Note:

(1) Coefficients are based on a 20 mm retention plus a 3 mm/hour

infiltration on non-sealed areas (lawns, gardens, etc

For all other land use types, and including where:-

The impervious surface area does, or will likely exceed 50% of the gross

area, or

The slope of the terrain is, or will, become greater than 5 – 10%,

the coefficient of runoff may be obtained by using Tables 1 & 2 of the New

Zealand Building Code E1/VM

I1.9.3. Hydrograph Estimation Methods

Hydrograph methods provide both peak flows and a model of the flow variations

in a watercourse over a period of time from the beginning to the end of a storm.




Their use enables more comprehensive studies of options for major waterways

than does knowledge of peak flow only in that the effects of ponding and flow

rates over time can be analysed.

A number of accepted industry standard computer based hydrograph techniques

are available in New Zealand. They are best used where stream flow records are

available to enable some degree of calibration, but even without calibration they

can still be used to synthesise a catchment based on input of assumed rainfall

and runoff data.

The use of an accepted hydrograph technique is considered desirable but not

mandatory in studying the effects of changes in land use and flood attenuation

either within channels or storage areas.

Where used the input assumptions shall be clearly identified and peak flows

derived and checked against flows derived from well used empirical methods

appropriate to similar catchment types.

I1.10. RAINFALL INTENSITIES

Rainfall intensities relevant to the Napier City area are shown below, which reflect

the latest predicted effects of climate change.

(Source: NIWA Report AKL-2008-033, April 2008; “Impacts of climate change on

high intensity rainfall in Napier”)

Frequency

(yr)

Duration (hrs) (by 2090)

0.167 0.5 1 2 6 12 24 48 72

2 8 15 19 26 43 60 80 99 108

10 14 24 31 42 71 99 133 168 187

20 17 29 36 49 83 116 157 198 221

30 18 31 40 54 91 127 173 217 242

50 21 35 44 60 100 140 189 239 268

100 24 40 50 68 113 158 213 269 301

I1.11. DESIGN OF PIPED DRAINS AND CULVERTS

All primary systems shall be designed for a storm having a 10% probability of

occurring annually without surcharge above the sump grates. Secondary

systems may allow for surcharge in terms of I1.4.2 (d).

The hydraulic design of piped drains should be based on suitably documented

and currently accepted methods. Examples of pipe design formulae include:

Mannings formula

Colebrook White

The pipe system should be designed to carry the design peak flow.

Concrete or uPVC stormwater pipes may be designed for roughness coefficients

as follows:




Pipe Roughness Table

Pipe Type Colebrook White

(k)

Manning

(n)

Spun concrete

uPVC or HDPE

0.6 mm

0.09 mm

0.012

0.011

Normal acceptable minimum gradients for pipelines shall be as detailed below.

Pipe Internal Diameter (DN) Gradient Percentage Min. Grade

100 mm

150 mm

200 mm

225 mm

250 mm

300 mm

375mm

450mm (and greater)

1.0

0.4

0.3

0.25

0.2

0.167

0.125

0.1

1:100

1:250

1:333

1:400

1:500

1:600

1:800

1:1000

Note: Culverts shall be individually designed.

No pipe in a public drain except for connections shall be less than DN 200. No

connection to a public drain shall be less than DN 100.

No pipe used as a culvert shall be less than DN 300. The minimum size for

culverts under roads shall be DN 375.

Subject to satisfying hydraulic loss requirements pipes joined to smaller

upstream pipes shall be jointed soffit to soffit.

No pipe drain or connection shall connect into or onto a downstream pipe of a

smaller diameter without the written consent of the Council. Where such

consent is given the connection shall be made invert to invert.

Where the inlet to the stormwater system consists of a pipe and headwall in a

watercourse, attention shall be paid to the headwater depth. This shall be done

by evaluating the length of pipe to the first access chamber separately as a short

culvert. In this case, the "tailwater depth" is the depth of water as it enters the

next section of the pipeline, which, if flowing just full, is at the soffit of the pipe.

Pipe systems connecting separate catchment intakes shall be designed taking

into account the relevant times of concentration in each catchment.

The minimum design velocity shall be 0.60 metres per second (m/s) based on a

storm having a 10% probability of occurring annually. This may need

consideration of part flow velocity particularly where pipes have been designed

for a storm having a 2% probability of occurring annually.

Energy losses through bends shall be taken into account. Drawing M3.10 may be

used to assess head loss through access chambers of DN 1050. A drop through

access chambers (over and above the grade line drop) shall be provided to

match the calculated head loss.




Where the velocity of discharge at the outlet of a stormwater pipe is high and

likely to cause erosion, an energy dissipating structure shall be constructed.

Such structures shall be designed to minimise the collection of debris. Where

debris will collect, provision must be made for easy removal.

When designing pipelines discharging to an open outlet, consideration must be

given to the water level of the receiving body at the point of discharge. It is

necessary to establish the water level in the receiving body for the catchment’s

critical time of concentration for the given design storm.

For design purposes, the water level at the point of discharge shall be taken to

be the greater of:-

the modelled water level of the receiving body for the catchments

critical time of concentration for the given design storm, or

the pipe’s soffit level.

Culverts under fills shall be of ample capacity to cope with a design storm

having a 10% probability of occurring annually with no surcharge at the inlet.

They shall be designed to carry the flow from a storm with a 2% probability of

occurring annually under surcharge provided the surcharge will not risk the

stability of the adjacent embankments.

All culverts shall be provided with adequate wingwalls, headwalls, aprons,

detritus traps and/or pits to prevent scouring or blocking. Entry losses shall be

taken into account. At culvert entries the socket end of the pipe shall generally

be laid upstream.

Typical head loss coefficients at culvert entries are:

Entrance Type Coefficient (Ke)

Headwall with socket end of pipe flush 0.2

Headwall with cut pipe flush or projecting from fill square

cut 0.5

Mitred to fill slope 0.7

I1.12. OPEN CHANNELS

Open channels shall be designed based on currently accepted methods such as

the Mannings formula or "industry standard" software packages. All design

assumptions shall be documented and made available to the Council for review.

I1.13. BACKFLOW EFFECTS

Backflow effects shall be designed for, where applicable. Discharges to existing

drains, streams and rivers shall take full recognition of expected flood levels and

shall incorporate backflow prevention as necessary.

I1.14. ACCESS CHAMBERS

Access chambers shall be provided at all changes of direction, gradient and pipe

size, at branching lines, terminations and at a distance apart not exceeding 100

metres. They shall be located such that the access chamber structure is clear of

any boundary by a minimum of 600 mm and the opening is 1.3 metres clear of

the boundary (see also clause I1.16a).




Full size access chambers shall be DN 1050, and constructed as detailed in

Drawings M3.5 to M3.9. If larger chambers are required, they shall be

individually designed, or utilise approved proprietary components, suitable for

the traffic loading characteristics.

Inverts shall be smoothly formed with cement render.

Access chambers on straight sections of pipelines of DN 1200 and larger may be

constructed using offset intakes which may also be used in conjunction with

bends formed using epoxy mortar adhesive.

Shallow type access chambers of DN 600 may be used on lines up to DN 225

and to a maximum depth of 900mm from lid level to invert level provided full

sized access chambers are placed at not more than 100 metre centres, and at

terminations.

Access chambers of over 3 metres depth will not normally be acceptable. When

no alternatives are available they shall be specifically designed.

I1.15. SUMPS

Sumps shall be located in private or public property as necessary to ensure

drainage is provided for the specified rainfall intensities and to ensure that the

total design flow can enter the pipe system. For systems designed to carry low

frequency events (ie. large flows) sump spacings may need to be significantly

closer than the minimum number noted hereafter. The intake capacity of a road

sump with grating and rear entry and acceptable ponding at inlet is 28

litres/sec.

Sump spacings for all roads shall recognise the requirement of the road having

no surcharge above the sump grate in the event of a storm having a 10%

probability of occurring annually.

Sumps and leads in private property or private ways will not generally be taken

over by the Council.

All sumps that will become Council assets shall:

(a) Connect into access chambers, except when connecting into pipes

which are three times the diameter of the connection or larger, with

access chambers within 40 metres, in which cases soffit to soffit

connection using a saddle or prefabricated junction may be acceptable.

(b) Discharge into an open watercourse where no piped stormwater system

is available.

(c) Discharge via sump leads of minimum DN 200 for a single sump and

DN 300 for a double sump. Where the hydraulic gradient of a sump

lead is affected by pipe full conditions in the main drain or drowned

outlets specific design calculations to determine sump lead sizes will be

required.

Road sumps shall also comply with Drawings M2.21 to M2.23 and the following:

(a) Be located at a maximum spacing of 90 metres when collecting surface

runoff from single lanes (4.0 metres wide).




(b) Be located at a maximum spacing of 60 metres where collecting

stormwater over two or more lanes, or on any roads where the adjacent

properties discharge stormwater to the street kerb and channel.

(c) Be provided as double sumps where channel slopes are steeper than 1

in 20 or at the lowest point of sag in a vertical curve where the distance

of catchment exceeds 90 metres.

(d) Be required at all points in a channel where a change in gradient is

liable to result in ponding due to changes in flow, velocity changes, or

on bends where there may be a tendency for water to leave the kerb

and channel.

(e) Be sited at the kerb line tangent points or low points clear of pram

crossings at intersections, to ensure minimal flows occur across the

pram crossing.

(f) With the exception of cul-de-sac heads, sumps shall generally be

located close to section boundaries, where practicable, and clear of

potential accessways or vehicle crossings.

(g) Sumps shall not normally be constructed in rural areas other than in

kerb or concrete channel situations.

Sumps in private property which will not become Council assets shall satisfy the

requirements of the Building Act whilst also satisfying the total stormwater

design needs of the subdivision.

I1.16. LOCATION OF STORMWATER MAINS

Stormwater mains shall generally be laid in the road berm. The Council standard

position for stormwater mains in residential areas is shown on the typical road

cross-section in Drawing M2.18.

The placing of public drains in private properties will only be considered where

particular conditions make the use of the public road not a feasible option.

For any public drainage on private property:

(a) Access chambers should be sited completely on one lot such that the

opening is 1.3 metres clear of the boundary and not on the boundary of

two lots.

(b) Reticulation lines to rear lots should be sited with regard to having a

minimum effect on the building area available on the lot.

(c) Easements shall be provided.

I1.16.1. Clearance to Other Services


other services.


Horizontal a)

Between mains larger than DN 225 and other services 500mm

Between mains DN 225 and less and other services 300mm

Vertical b)




At crossings with other services 50mm – 100mm

(The space shall be filled with compressible material, e.g. pea metal, to prevent

load transference.)

I1.17. STRUCTURAL DESIGN

All pipes shall be designed and founded to resist future loads (weight of fill and

traffic loads) as “pipes under an embankment” as described in Clause 6.3.3 of

AS/NZS 3725 (Design for Installation of Buried Concrete Pipes), using a positive

protection condition and a settlement ratio (rs) of 1.0.

Generally, all pipes and associated structures within road reserve and all other

areas likely to receive traffic shall be designed to HN-HO-72 loading as set out in

the TNZ “Highway Bridge Design Brief”.

I1.17.1. Minimum Cover and Maximum Cover

Maximum and minimum covers shall be as specified hereunder. Any design

involving a cover outside this range will only be approved if a complying option

is shown to be impractical and then the alternative must be supported with full

calculations.

Maximum depth to invert 3.0 metres

Minimum cover in roads 750 mm

Minimum cover in berms and paths 600 mm

Pipelines shall not be laid within 2 metres of any structure unless no other

option is available and the Design Co-ordinator can provide calculations and a

construction system that will ensure that neither the structure nor pipeline will

suffer any short or long term distress and that the pipe can be reasonably

accessed for future maintenance.

I1.17.2. Trench Slope


water-stops) shall be provided, to prevent surface water running along the



into the sides and invert of the trench by at least 150mm, and extend 300mm


They should be positioned behind every secon pipe joint, or as otherwise


I1.18. STORMWATER PUMPING

Stormwater pumping will only be considered for approval where gravity disposal

is not a feasible solution.

Design philosophy, technical details and provision of emergency power should

be discussed with the Council before commencement of detailed design.

Pumping systems shall be specifically designed generally using a multi pump

system to best balance the need for regular pump operation against the relative

infrequency of major storm events. All electrical equipment shall be capable of

servicing up to 15 starts per hour.




All pumps in a station shall be of the same size with an additional installed

pump as standby. Depending on the economic consequences of flooding during

a pump station power "outage" council may require that on site emergency

power generation be provided. All stormwater pump stations should have

facilities to enable generator power connection, under emergency conditions.

Valving of pumps shall be such that maintenance can be undertaken on the

standby pump and reflux without interfering with the operation of the duty

pump. Pipes of DN 100 or larger shall be ABS, API Schedule 40 line pipe,

concrete lined steel or cast iron with all bends and valves adequately protected

against movement. Flanged or welded fitting shall be provided throughout with

a pair of gibault joints or similar in the system to facilitate dismantling.

Stormwater pump stations shall incorporate control, monitoring, alarm and

telemetry communication systems to Council standards at the time of the

design. All equipment shall comply with "NCC Utilities, Standard Electrical

Details".

I1.19. STORMWATER CONNECTIONS

Urban lots shall be provided with stormwater connections at such depth at the

boundary that a drain is able to be extended from the connection at grades and

cover complying with the Building Act, to the furthest point on the lot.

Unless approved otherwise within new developments, all stormwater connections

shall be made direct to a stormwater main, with the object of avoiding the need

for a bubble up sump within the lot. An inspection or rodding eye will be

required within the boundary.

In areas where lots slope up from the road a connection into the kerb face may

be approved. It shall utilise a 100 x 75 x 3 galvanised steel RHS taken through

the kerb (Drawing M3.15). The connection from the kerb to the boundary shall

be RHS with a DN100 uPVC adaptor fitted.

Connections shall extend 500 mm into the lot and shall be located near the

centre of the lot unless the road is on a significant slope in which case the

connection shall be placed 1.0 metre from the low side boundary. All

connections where practicable shall have at least 300 mm horizontal clearance

to adjacent services.

In areas where lots do not conform with Section E1.12 (where mountable kerbs

are used) or in cul-de-sac heads where connection to kerb may not be practicable

through vehicle access provisions, connections shall be provided direct to the

stormwater main or an adjacent access chamber.

For all residential lots DN150 connections will be required as a minimum, unless

agreed otherwise. For residential sites in excess of 600 square metres, pipes

shall be sized DN150 or above, to suit expected discharges.

For industrial/commercial lots connections shall be based on the lot size and the

minimum requirements for stormwater provisions as defined by the Building Act.

A wet chamber shall be installed inside the boundary for all

industrial/commercial lots. The chamber shall be a minimum of DN600 and be

fitted with a suitable solid lid and shall not be used as a sump.




Shallow type access chambers (DN600) shall have a maximum depth of 900 mm.

Where the depth exceeds 900 mm the diameter shall be DN1050.

Where connections to stormwater mains are required they shall be made as

follows:

(a) When the connection is DN300 or larger it shall be connected at an

access chamber.

(b) Where the connection diameter exceeds one third of the main drain

diameter the connection shall be via an access chamber unless the

connection is made using a factory-made “Y” fitting, or a saddle

reinforced with glass fibre.

(c) Connections to mains of up to DN300 shall utilise factory made Y

fittings.

(d) All piped connections to stormwater mains shall be no less than 150

mm diameter.

(e) Connections to larger mains shall utilise properly manufactured

saddles.

(f) Connections to mains of DN1200 or larger may be made by breaking a

hole in the main and placing the connection, trimming it neatly to the

shape of the inside of the main and neatly epoxy mortaring the two

together.

(g) Where a connection of DN150 or smaller needs to go deeper than 1.8

metres below ground level for a soffit to soffit joint a ramped riser shall

be constructed to bring the connection to within 1.2 metres of ground

level provided the site can be adequately serviced. A typical example is

illustrated in Drawing M3.13.

(h) Connections shall not be made directly to stormwater mains which are

more than 3.0 metres deep to the invert of the pipe. Such situations

shall be overcome by the construction of a shallower branch drain laid

from an access chamber on the deep drain and connections made from

the shallower drain.

I1.20. SUBSOIL DRAINS

Subsoil drains shall be installed as required to lower ground water levels and

pressures, and avoid any potential for future build-up of ground water levels and

pressures. They shall be specifically designed to cope with estimated flows and

superimposed loads.

I1.21. MATERIALS

I1.21.1. Pipe Materials

Whilst the following pipe materials can provide acceptable solutions for certain

uses not all materials will be accepted for general use. The Design Co-ordinator

should discuss preferred pipe types with the Council prior to completion of

design drawings and specification. Pipes shall comply with the industry

accepted standard applicable at the time. Pipe selection shall recognise the soil

material and groundwater around the pipe.




Pipes used shall be new and of good quality. All pipes shall utilise flexible joints

of a type recommended by the manufacturer and as approved by the Council for

the use being proposed.

Material Preference Material Standard Laying Standard

UPVC –

Unplasticised PVC

Approved

provided adequate

cover and strength

SN8 - AS/NZS

1254

Design AS/NZS

2566:1

Laying AS/NZS

2566.2

MPVC – modified

PVC

OPVC – orientated

PVC

HDPE Approved

AS/NZS 4130

NZS 7601

NZS 7602

ABS

Approved,

particularly for

above ground use

and shallow cover

AS/NZS AS 3518

BOSSPIPE -

Polypropylene Approved AS/NZS 5065

DICL – Ductile Iron

Cement Mortar

Lined

Approved for

shallow cover

AS/NZS 2280 or

BS EN 598

FRP- Fibreglass

Reinforced Plastic Approved

Reinforced

Concrete Preferred material

AS/NZS 4058 –

CLASS 2 (X)

Minimum

AS/NZS 3725

CLS –Cement Lined

Steel

Approved,

particularly for

large diameter

pumping mains

NZS 4442

CI – Cast Iron

By preference

superseded by

DICL

Corrugated Steel Not approved for

any use AS/NZS 2041.4 AS/NZS 4406

Galvanised Steel Shallow berm

connections only

Earthenware

To check currency of standard, refer to Appendix M7.

See section I1.21.1.1 to I1.21.1.6 below for additional details.

I1.21.1.1. Concrete Pipes

Concrete pipes shall be reinforced concrete rubber ring jointed and shall comply

with AS/NZS 4058 “Precast concrete pipes (pressure and non-pressure)". They

must be marked with the date of manufacture, and cured for at least ten days

before delivery. Pipes without a date mark will not be accepted.

Flush jointed pipes above DN900 are acceptable for stormwater provided they

are used with approved external jointing sleeves.

The minimum strength class of pipe shall be Class 2(X).

I1.21.1.2. Cement Lined Steel Pipes




Steel pipes shall meet the requirements of NZS 4442: - "Welded steel pipes and

fittings for water, sewage and medium pressure gas". Unless otherwise

approved, steel pipes shall be lined internally with mortar. When used in above

or below ground situations, special external protective coatings approved by

Council shall be used.


systems. Jointing systems shall be as recommended by the manufacturer and as

approved by the Council.

I1.21.1.3. Unplasticised PVC Pipes (uPVC)

Pipe stiffness for stormwater drains shall be SN16 for sizes less than 300mm

diameter, and SN8 for all other sizes.

Class SN8 uPVC pipes for stormwater shall comply with AS/NZS 1254 “PVC pipes

and fittings for stormwater and surface water applications”.

Class SN16 uPVC pipes shall comply with AS/NZS 1260 “PVC-U pipes for drain,

waste, and vent application”.

When SN16 pipe is unavailable, this may be substituted with PN9 pipe,

conforming to AS/NZS 1447.

Rubber ring joining system shall be used.

Gibault joints shall be used at junctions with cast iron and concrete lined steel

fittings except where cast iron fittings with formed rubber ring sockets are used.

I1.21.1.4. High Density Polyethylene (HDPE)

HDPE pipes shall comply with NZS 7601 - Specification for polyethylene pipe

(Type 3), and NZS 7602 - Specification for polyethylene pipe (Type 5) for cold

water services (stormwater and wastewater pressure main use) and AS/NZS 4130

polyethylene (PE) pipes for pressure applications.

Joints shall be electro-fusion welded, flanged or approved mechanical couplings.

Only jointing systems that provide a clean unimpeded bore will be approved.

I1.21.1.5. ABS Pipes

ABS pipes are preferred for wastewater pump stations and valve chambers. ABS

pipe and fittings of appropriate pressure ratings shall comply with AS 3518.

I1.21.1.6. Galvanised Steel Pipe

Galvanised steel pipes are required for shallow stormwater laterals under berms

and footpaths to kerb. Pipes shall be medium wall hot dipped galvanised.

Connections from the boundary to the kerb shall preferably be RHS 100 x 75 x 3

galvanised.

Jointing systems shall be as recommended by the manufacturer and as approved

by the Council.

I1.21.2. Pipe Strength and Bedding

The pipe strength and bedding type shall be selected to meet the requirement of

the design loading condition. This may be derived from NZS/AS 3725 (Design

for installation of buried concrete pipes) or NZS/AS 2566.1 (Flexible buried

pipelines: structural design) or from the manufacturer's published tables.




Granular bedding shall be used with all pipes except in extreme load situations

when structural design shows it to be inadequate. Bedding shall extend from

100 mm below the pipe, around it and to a height of 100 mm above the pipe

(see Drawings M3.2 and M3.3). Bedding material shall be clean pea metal or

other granular material approved by the Council.

Concrete haunching or surround shall be used with rigid walled pipes subject to

high loads in firm natural ground. Concrete haunching shall rise beyond halfway

up the pipe. Concrete surround shall extend in one pour from the natural

ground not less than 100mm below the pipe underside, around the pipe by a

minimum of 100mm at any point and to a height not less than 100mm above

the pipe crown. Both concrete haunching and concrete surrounds shall be

cleanly broken in the vertical plane at every pipe joint and left with a gap at least

25mm wide to facilitate seismic movement of pipe joints. The seismic gap shall

be filled with neatly cut compressible material such as expanded polystyrene.

Pipes to be laid in soft flexible soils shall be specifically designed to take into

account the conditions.

I1.21.3. Precast Access Chambers

Precast concrete access chambers shall comply with the requirements of AS/NZS

4058 and have an internal diameter of 1050mm. The reinforced concrete top

shall have a minimum thickness of 150mm and be capable of withstanding HN-

HO-72 traffic loadings.

I1.21.3.1. Shallow Access Chambers

Shallow access chambers shall utilise DN600 sump barrels with a standard

Council cast iron frame and cover. Maximum invert to lid depth is limited to

900mm.

I1.21.3.2. Step Irons

Access chambers other than shallow access chambers shall be provided with

“approved” plastic coated step irons. Step irons shall be of the “dropper” or

“safety” type such that a foot will not slide off and shall be spaced as shown in

Drawing M3.5. Step iron holes in the riser shall be epoxied after placing of the

step iron to ensure the access chamber is watertight.

I1.21.3.3. Access Chamber Covers and Frames

Access chamber covers shall be of the hinged, circular variety, nominally 600mm

diameter, and manufactured from first quality heavy duty cast iron, and coated

with bituminous protective coating.

The covers shall be set a maximum of 400mm above the underside of the PC

chamber slab, and bedded on concrete spacers.

Proprietary bolt-down chamber covers, from an approved supplier, may be used

where appropriate. They shall be set to level, and secured to the concrete slab,

using suitable fixings, or cast-in anchors. When used in roads, the hinge shall

be located on the side nearest to oncoming traffic.

I1.21.3.4. Inverts and Benching

All pipes through access chambers shall have their inverts neatly lined with

cement render to NZS 3114 concrete surface finish (U3).




All inverts shall be carried vertically to the soffit of the pipe before haunching

back to the access chamber walls. See Drawings M3.5 and M3.8.

I1.21.4. Concrete and Mortar Materials


specification.

NZS 3104 Specification for Concrete Production

NZS 3109 Concrete Construction

NZS 3124 Concrete for Small Works

NZS 3114 Concrete Surface Finish

Concrete for all uses shall be Grade 20 high grade concrete with a minimum

crushing strength at 28 days of not less than 20 MPa.


I1.22. RURAL STORMWATER - PARTICULAR REQUIREMENTS

Stormwater and flood mitigation standards for rural developments shall be as

covered in the preceding parts of this Code except as extended or modified

below.

All new house sites shall either:

a) Identify a building site that will not be subject to inundation from a

storm having a 2% probability of occurring annually.

or

b) Show on the title a level to which habitable floors must be built to be

free of flooding from a storm having a 2% probability of occurring

annually.

However in no case shall a building site be selected where ponding on

surrounding land from a storm having a 2% probability of occurring annually

exceeds 500mm.

Roads and other components of land development work shall be protected by

stormwater drainage systems designed to the standards defined in the

preceding parts of this Code except that systems may utilise open drains or

combination of pipes and open drains where appropriate.

Irrespective of previous details it is intended that all roads within the primary

road classification shall be designed with stormwater systems capable of

ensuring that the running lane of the road is kept free of inundation during a

storm having a 10% probability of occurring annually.

House stormwater connections need not be constructed as part of the land

development works where it can be demonstrated that the house site can be

drained to ditches or natural drainage paths without risk to land stability. This

must be demonstrated even if it is likely that roof water will be collected for

water supply.




I1.23. WASHDOWN FACILITIES

Washdown facilities are to be designed to prevent any contaminated washdown

water from entering the stormwater system and at the same time prevent the

infiltration of storm water into the wastewater system. The solution that is used

will depend on the size of the installation and the types of contamination that

may impact on both the stormwater and wastewater networks.

Options that are considered suitable for washdown facilities are detailed as

follows:-

I1.23.1. Roofing

Roofing the installation has the advantage that the stormwater and

wastewater systems are separated and there isn’t a need for complicated

control systems to ensure that cross connections don’t occur between

the stormwater and wastewater networks.

With roofing, stormwater is collected on the roof and piped directly to

the stormwater network. Stormwater cannot enter the wastewater

system provided the washdown pad is higher than any surrounding

ground. Surrounding ground that collects stormwater should be graded

away from the washdown pad and the stormwater collected and drained

to the stormwater network.

Washdown water is directed to a dedicated wastewater connection to the

wash via any grit and grease traps that may be required to protect the

wastewater network from oil, grease and solid material that could

damage the wastewater network.

The design of grit and grease traps are to be to the Works Asset

Managers approval. The design will depend on the function and size of

the washdown facility. In the bigger installations the traps will take the

form of an approved interceptor such as a 3 chamber API tank or 3 stage

access chamber system.

The design of interceptors and traps should be such that they can be

easily maintained at regular intervals and in the event that they become

overloaded they should “fail safe”.

I1.23.2. Automated Valving

This option provides and automated system of valves that control how and when

washdown water is directed to the wastewater network and stormwater to the

stormwater network.

Only approved proprietary systems can be used.

All installations are to be fitted with oil, grit and grease traps as appropriate to

the installation. Traps are to the Works Asset Manager’s approval.

I1.23.3. Acceptable Solution

Drawings M3.24 and M3.25 of the Code show a schematic layout for a small to

medium sized washdown facility using a pumped output to the wastewater

network.

Installations using this solution must be submitted for approval and approval is

to the Works Asset Manager’s discretion.




Key points to note in this design are as follows:-

The pumped outlet to the wastewater networks must exit at a higher

level than the outlet to the stormwater network.

The inlet to the stormwater discharge pipe must be a minimum of 100

mm below the connection pipe between the chambers.

The pump and the water supply to the washdown facility are controlled

by a push button timer. The timer has to be active before the pump and

the water supply to the washdown facility are available for use. Note: If

the system is in stormwater mode when the timer is activated, the water

supply will remain locked out until the pump lowers the water level below

stormwater mode.

The pump is controlled by float switches and an additional float is

required to lock out the pump and the washdown facility when the

system is working in stormwater mode.

The water supply to the washdown facility is to be isolated by the float

that determines when the facility is in stormwater mode. This will occur

whenever the water level rises above the setpoint of the stormwater

mode float switch. Note, if the pump fails for any reason water levels will

rise to the point where the system will change to stormwater mode and a

locked out water supply could be an indication of a pump failure.




I2. STORMWATER – CONSTRUCTION

I2.1. GENERAL

All drainage systems shall be constructed to lines and grades specified in the

design drawings and to standards suitable for ensuring pipelines are able to

serve their purpose over the required design life. Drainage construction

methods shall comply with the appropriate technical standards and codes.

I2.2. SETTING OUT

All drainage works shall be set out to the position and levels detailed on the

approved drawings.

Where the alignment is related to the road boundary, drains shall be laid with

reference to permanent land transfer boundary pegs or temporary boundary




All pipes must be laid to the gradients specified on the drawings. Final

acceptance will be by visual or CCTV inspection, to ensure alignment meets

appropriate tolerances for pipe diameter and gradient, up to a maximum of ±

10%. Low spots that hold water will not be permitted.

I2.3. TRENCHING

Trenches shall be opened only after all required Consents and Trench Opening

Notices have been uplifted. All trenching shall comply with the safety

requirements of the Health & Safety in Employment Act.


requisite bedding metal thickness below the pipe to be placed (not less than

100mm). The trench width shall be kept to those dimensions detailed in the

design drawings which ensure that it is narrow enough to allow the pipe to be

laid in trench conditions but wide enough to enable pipe surround material to be


All trenching in Napier roads or on services to be taken over by Council shall be

carried out in accordance with "Specification for Service Maintenance Operations

and New Service Installations within Road Reserve (Including Trench Excavation


I2.3.1. Trenches in Open Land




I2.3.2. Trenches in Road



network utility services are endangered or where traffic routes are restricted.




I2.4. CONTROL OF WATER

The Contractor shall keep the excavations free from water and wastewater at all

times and shall provide all such pumping plant, pipes, and materials as may be

required for this purpose.

Under no circumstances shall any water be allowed to drain directly into the

existing wastewater drains.

I2.5. PIPE CONDITION

All pipes supplied for use in the works shall be new and in good condition. They

shall be examined before being laid and any pipe showing defects of any

description shall be removed from the site and not used in Council works. Any

pipes damaged during laying shall likewise be removed except where damage is

minor or to repairable coatings. In such cases the coatings and other damage

shall be repaired to the manufacturer’s specification so as to achieve a condition

at least as good as a new undamaged pipe.





using wide slings; ropes and chains shall not be used.

I2.6. PIPE LAYING AND JOINTING

A registered drainlayer shall be employed to supervise and certify all pipe laying

works.

The laying and jointing of pipes shall be strictly in accordance with the

manufacturer's recommendations, and Council's requirements. Bedding shall be

as detailed in the design documents.

Where a pipeline is to be constructed through soft ground, unsuitable

foundation material shall be removed and replaced with sound material.

Alternatively, other approved methods of construction shall be carried out to

provide an adequate foundation for the pipeline.

Drainage structures including access chambers shall be clear of boundaries and

other obstructions.

Pipelines shall be laid clear of existing buildings. Pipelines shall not be laid in

front, side and rear yards unless clearance needs have been previously

determined by the Design Co-ordinator having regard to possible disturbance of

structures.

I2.7. JOINTING PIPES

Jointing shall be strictly in accordance with the manufacturer's instructions or in

accord with specific design details.

Spigots, sockets, rubber rings and sleeves etc shall be thoroughly cleaned and

lubricated where appropriate before jointing.




I2.8. PIPE CONTAMINATION

Adequate precautions shall be taken while laying pipes to prevent the entry of

debris. Where required, the pipeline shall be temporarily sealed with fixed

covers or bungs to prevent entry of foreign matter or groundwater.

I2.9. CONNECTIONS

Connections shall be in accordance with Section I1.19.

Each connection shall be laid soffit to soffit except when a drop is constructed.

Each connection end shall be marked by a stake (plastic flexipost or similar)

extending to 600mm above ground level.

Connections whether to reticulation lines or to access chambers shall be sealed

by a factory made sealing cap.

I2.10. ACCESS CHAMBER CONSTRUCTION

Access chambers shall be constructed as detailed in Drawings M3.5 to M3.9.

Where more than a single riser is used in an access chamber, riser joints shall be

sealed with epoxy mortar.

Shallow access chambers of 900mm or less to invert, may be formed using

DN600 reinforced concrete pipe, with construction otherwise being to the

requirements of this Code.

Where an access chamber excavation is found to be in soft ground the area

under the access chamber shall be undercut down to solid and backfilled with

hard fill to provide an adequate foundation for the access chamber base.

Alternatively work can be stopped and a specific solution designed.

Before any concrete is placed the base of the trench shall be free of all debris

and water.

Stormwater access chambers inverts shall be smoothly formed with cement

render.

Pipes shall be laid 'soffit to soffit' taking into account grade of the pipelines and

any designed drop through the access chamber.

When uPVC pipes are used factory made "access chamber shorts" shall be used

at access chamber entry points.

Care shall be taken to ensure that chamber access holes are orientated correctly.

The walls, benching and invert of access chambers shall have smooth internal

finish. Any leaks shall be neatly plugged.

Precast concrete access chamber covers shall be placed, jointed and sealed with

mortar onto the top riser. Cast iron access chamber frames shall be bedded on

epoxy mortar.

Access chamber frames shall be set proud of the surrounding ground levels by

10mm and set at the same crossfall and gradient as the surrounding surface.


chamber frame over a distance of not less than 500mm all round.




I2.11. INLET AND OUTLET STRUCTURES

Wing-wall inlet and outlet structures shall typically be of the precast type

complying with NZS 3109 “Specification for concrete construction”, with surface

finishes in accordance with NZS 3114 “Specification for concrete surface

finishes”.

Non-precast types will require specific design approval.

All structures shall be constructed on adequate foundation material.

For outlet structures, specific design of scour prevention and energy dissipation

will be required, including the consideration of baffles and rock rip-rap. Fencing

around the structure may be required where human access to the inlet/outlet

structure is likely and/or the height of the structure is greater than 1.2m.

All steel used on inlet gratings shall be hot dip galvanised.

I2.12. COUNCIL INSPECTIONS

Council Officers shall be given not less than one working days’ notice to allow

them to carry out all inspections required by Chapter 66 of the District Plan Part

A, Appendix A2.

I2.13. TRENCH BACKFILLING AND SURFACE REINSTATEMENT

Backfilling, around and for a depth of 100 mm over the pipes shall be with

bedding material. This material shall be carefully placed and well tamped with

hand rammers around and above the pipes with particular attention to

compacting under the pipe haunches.

The remainder of the backfilling and surface reinstatement shall be in

accordance with Council's "Specification for Service Maintenance Operations and

New Service Installations within Road Reserve (including Trench Excavation and

Reinstatement)".

Backfilling shall be carried out immediately after the pipes have been inspected

and the “as built” information recorded. The Contractor may wish to carry out a

test at this stage. In some circumstances backfilling may be required

immediately after laying.

I2.14. TESTING OF ACCESS CHAMBERS

New access chambers shall be tested for water tightness by filling with water.

After all absorption has taken place the water level shall be maintained for 30

minutes and a visual inspection carried out. Any leakage detected shall be

made good and the access chamber retested until no leakage occurs.

I2.15. TESTING OF STORMWATER MAINS

All stormwater mains of DN450 or smaller shall be tested in accordance with the

water test described on drawing M3.23. Leaks shall be remedied as required for

wastewater mains.

Video inspections will only be required where faults have been identified or

where the inspections, as required in terms of Chapter 66 of the District Plan

Part A, Appendix A2, have not been notified to Council.




I2.16. AS BUILTS AND COMPLETION DOCUMENTATION


Chapter 66 of the District Plan Part A and as detailed in Appendix M1, (As-built

Information) shall be provided by the Construction Co-ordinator.

CODE OF PRACTICE FOR SUBDIVISION Part J1 – Design for

AND LAND DEVELOPMENT Residential Subdivisions

Napier City Council JULY 2015 J-129

J. RESIDENTIAL SUBDIVISIONS

J1. DESIGN FOR RESIDENTIAL SUBDIVISIONS OF UP TO THREE LOTS

This section only applies to the design for Residential subdivisions or multi-unit

residential developments of up to 3 Lots or Units serviced by non-public

accessways, involving no new public roads or services.

For subdivisions greater than 3 lots, refer to the mandatory requirements in

Sections A, B & C of this Code, and Parts D – I for a means of compliance.

J1.1. GENERAL

For small residential subdivisions or multi-unit residential developments of up to

3 lots or units with no requirement for bulk earthworks or construction of new

public roads or network utility services, the Developer may carry out a basic

design without the use of a professionally qualified Design Co-ordinator subject

to satisfying the following conditions:

(a) The project shall first be discussed with the Council, who will, based on

their knowledge of the site, decide whether the expeditious design

approach is appropriate.

(b) If considered to be appropriate, the requirements of this section shall

be considered an acceptable solution provided they are complied with

in full. Variations to these expedited requirements may only be

addressed by the Developer engaging a Design Co-ordinator to address

the project in terms of the full requirements of this Code.

(c) The person providing the subdivisional design drawings whilst not

being required to be a fully professionally qualified person shall be able

to show some experience in the area of small subdivisional

development.

J1.2. EARTHWORKS

Earthworks for such projects within the limits in Chapter 66 of the District Plan

Part C shall be limited to excavation for road formation and network utility

services. Excavated material shall be removed from the site or used to backfill

trenches. No earthworks for building sites may be carried out under this part of

the Code.

J1.3. PRIVATE WAYS, FORMED ACCESS LOTS, DRIVEWAYS

Vehicular access able to be provided under this part of the Code is limited to

private ways, formed access lots and driveways either shared or private.

Vehicle accessways shall be designed and constructed according to Part F1.12 of

this Code.

J1.4. LOCATION OF SERVICES

All services provided from the road to rear lots, shall be located within the

accessway.

All services requiring to be extended shall be installed at the time of subdivision.




All services shall be separated by at least 300mm horizontally.

Minimum cover for pipes shall be 600mm

Easements for water, stormwater and wastewater shall be provided where

privately owned utilities cross other land in terms of Chapter 66 of the District

Plan, Part C5.4.3. (See drawing M3.22 for details).

J1.5. UTILITY SERVICES – URBAN

J1.5.1. Stormwater (See also I1.19)

Urban lots shall be provided with stormwater connections at such depth at the

boundary that a drain is able to be extended from the connection, at grades and

cover complying with the Building Act, to the furthest point on the lot.

In areas where lots slope up from the road the connection may be into the kerb

face. It shall utilise a 100 x 75 x 3 galvanised steel RHS taken through the kerb.

Connections shall extend 500mm into the lot and shall be located near the

centre of the lot unless the road is on a significant slope in which case the

connection shall be placed 1 metre from the low side boundary.

In areas where lots do not conform to E1.12. where mountable kerbs are used or

in specific cul-de-sac heads, connections shall be provided direct to the

stormwater main. They shall be a minimum of DN150 for sites up to 600 square

metres. Sites in excess of 600 square metres shall be sized to match potential

discharges.

J1.5.2. Wastewater (See also H1.9)

All lots/units shall be provided with wastewater connections at such a depth at

the boundary that a drain is able to be extended from the connection at grades

and cover complying with the Building Act, to the furthest likely wastewater

connection point on the lot subject to the Council being able to provide a service

at the specific depth.

Subject to satisfying this criterion the end of the connection which shall be

located 500mm into the lot shall be at a depth to invert of between 700mm and

1600mm.

Where a connection of DN150 or smaller needs to go deeper than 1.8 metres

below ground level for a soffit to soffit joint a ramped riser shall be constructed

to bring the connection to within 1.2 metres of ground level provided the site

can be adequately serviced. A typical example is illustrated in Drawing M3.13.

Connections shall not be made directly to trunk mains, or drains more than 3

metres deep to the invert of the pipe. Such situations shall be overcome by the

construction of a shallower branch drain laid from an access chamber on the

deep drain and connections made from the shallower drain.

Residential connections shall be DN 100 and shall be located centrally on the lot

except where lots have a significant fall from one side to the other in which case

the connection shall be approximately 2.4 metres from the low side of the lot.

Connections may be made, as detailed in Drawing M3.11.




J1.5.3. Water Supply

Each lot/unit shall be serviced with a DN15 connection with a meter manifold

located 300mm outside the property from the road boundary frontage.

Where the head available at any point on the lot is less than 20 metres, then

specific design will be required.

Dwelling sites shall be within the maximum distance of a fire hydrant as set out

in the fire services "Code of Practice for Fire Fighting Water Supplies".

J1.5.4. Other Utility Services

Telecom and Power services shall be provided to the lot boundary.

J1.6. UTILITY SERVICES – RURAL

Where Council services are available, standards shall be as for urban.

Where Council services are not available the Developer shall confirm that

suitable provision is available for services as follows:

J1.6.1. Wastewater Disposal

Systems shall be investigated and designed in terms of H1.15. of this Code "On

Lot Treatment and Disposal of Household Wastes".

J1.6.2. Stormwater Disposal

A discharge location clear of the preferred building site, safe from causing or

being affected by potential erosion, and unlikely to cause surface ponding

nuisance shall be identified. This may be a gully, drainage ditch, a natural

drainage path or a soak pit.

J1.6.3. Water Supply

A suitable water supply method shall be identified in terms of the requirements

detailed in section G1.20.

J1.6.4. Other Utility Services

Telecom and Power services shall be provided to the lot boundary.

J1.7. SOLID WASTE MANAGEMENT

All residential developments must provide adequate facilities for the storage and

collection of domestic refuse, and recyclable materials.

Developers must include proposals for managing domestic waste, as part of

their consent application.

Options may vary from normal domestic provisions for individual households, to

suitable communal facilities for multi-unit complexes served by private access.

Each development will be assessed on its merits in order to achieve the best

practical and economic solution.

J1.8. OTHER FACILITIES

J1.8.1. Mail Boxes

Mail boxes must be provided at the front section boundary with the road

reserve.

CODE OF PRACTICE FOR SUBDIVISION Part J2 – Design for Multi-Storey Buildings /

AND LAND DEVELOPMENT Apartment Complexes


J2. DESIGN FOR MULTI-STOREY BUILDINGS / APARTMENT

COMPLEXES

It is Council Policy that for multi-storey buildings or apartment complexes,

connections for water supply, sewerage and stormwater will be provided to a

point just inside the development boundary.

All service provision and maintenance from this point will be the responsibility of

the development/corporate body, and must comply with the requirements of the

Building Act 2004.

The following utility provisions are recommended:-

J2.1. WATER SUPPLY

Individual tobies should be provided for each unit, to enable the water supply to

be isolated for maintenance and repair.

Meters and backflow preventers, where required, should be located above

ground, for easy access by Council Staff.

J2.2. SEWERAGE

150mm pipe work is recommended for common drain stacks between floors.

This reduces the risk of potential blockages.

Each unit should have an individual 100mm connection into the common stack,

with provision for rodding and maintenance.

J2.3. STORMWATER

Provision shall be made for all impermeable areas to be drained adequately to

the reticulated stormwater network connection.

J2.4. REFUSE DISPOSAL FACILITIES

Multi-storey buildings and apartment complexes must include provision for the

on-site storage and collection of domestic refuse and recyclable materials.

Storage areas shall be sized appropriately for the numbers of units served, and

the type of refuse containment proposed.

Sizing should (as a minimum), be equivalent space for the normal household

allowances for refuse and recyclable materials, per unit.

Storage areas must be screened from public view.

The area must be sited to allow ease of access for collection services, and to

minimise odour and vermin issues for neighbouring properties.

J2.5. MAIL BOXES

Provision for mail deliveries to each unit must be located at the front boundary.

CODE OF PRACTICE FOR SUBDIVISION Part K1 – Cable

AND LAND DEVELOPMENT Services

Napier City Council JULY 2015 K-133

K. UTILITY SERVICES

(Electricity, Gas, Road Lighting, Telecommunications, etc)

K1. CABLE SERVICES

(Including Road Lighting, Electricity, Telecommunications and Information

Cabling)

K1.1. INTRODUCTION

K1.1.1. Electricity and Road Lighting

The service shall include reticulation cabling, lighting poles, connections to all

lots and all associated above and below ground plant and controls necessary for

the safe and efficient provision of community electricity and lighting needs.

K1.1.2. Telecommunications and Information Cabling

The service shall include all cabling, jointing and distribution boxes and all

associated facilities necessary to provide comprehensive and efficient

Telecommunication and Information Systems.

K1.2. RELEVANT STANDARDS

Electrical, Telecommunication and Information cabling shall conform to the

standards set by the relevant network utility operator and to the approval of

Council.

K1.3. ELECTRICAL, TELECOMMUNICATION & INFORMATION CABLING DESIGN

All cabling systems shall be designed to the appropriate technical standards and

to service peak expected demands during the life of the facility based on the

expected land zonings. They shall be provided with adequate loop systems and

safety features to ensure public safety and to reduce inconvenience to the

public.

K1.4. RETICULATION

All cabling shall be run underground except for those areas set out in Chapter

66 of the District Plan, Part C5.3.3.

Lighting and electrical cables shall be laid in a common trench under the road

berm between the footpath and lot boundaries. The preferred location is shown

on Drawing M2.18.

Telecommunication and Information cabling shall be laid under berms. The

preferred location is shown on Drawing M2.18.

Where underground reticulation crosses roads or accesses it shall be placed in

ducts. Underground reticulation shall be at a cover of not less than 600 mm and

cables shall be protected, as required by the relevant network utility operator. In

constrained conditions, the minimum cover may be reduced to 450mm with the

approval of the Road Asset Manager. Overhead reticulation shall have adequate

clearance above the maximum allowable vehicle height.

CODE OF PRACTICE FOR SUBDIVISION Part K1 – Cable

AND LAND DEVELOPMENT Services


K1.5. PLANT

No plant in urban developments shall be in private property. Small above

ground plant may be located discretely in road berms or areas set aside for the

plant. Large plant such as substations shall be placed on off-road land areas

designated specifically for the purpose.

Below ground plant shall be placed in accessible chambers outside of road

carriageways wherever possible. Service pillars for each lot shall be located in

the road within 300mm of the front boundary of lots and on an extension of the

boundary between lots.

K1.6. ACCEPTANCE OF CABLING

Before Council will process any subdivision or land development for takeover,

letters shall be provided by all network utility operators, advising that the work

has been completed to their standards and they have taken responsibility for its

ongoing operation and maintenance.

CODE OF PRACTICE FOR SUBDIVISION Part K2 – Gas

AND LAND DEVELOPMENT Reticulation


K2. GAS RETICULATION

K2.1. INTRODUCTION

Gas reticulation includes reticulation pipe work, connections to all lots and all

associated above and below ground plant and appurtenances.

K2.2. RELEVANT STANDARDS

All gas supply systems shall be designed to the appropriate technical standards

and Codes and to the requirements of the relevant gas network utility operator

and to the approval of Council.

All gas systems shall be designed to service peak expected demands during the

life of the facility.

K2.3. RETICULATION

Reticulation shall be laid in berm areas between the footpath and road boundary.

Reticulation shall be provided with sufficient valves and loop systems to

minimise the loss of service.

Every lot connected to the reticulation, shall be provided with a meter, which

shall be located near the centre of the frontage of each lot, and within 300 mm

of the boundary on the road side.

Minimum cover of pipe work in berms and footpaths shall be 750mm. In roads,

minimum cover shall be 900 mm unless the pipe is ducted, in which case

750mm cover is acceptable.

K2.4. PLANT

All pipe networks shall be clear of road or accessway formation areas. Any

above ground plant will require specific approval as to siting. Small above

ground plant may be located in the road berm or in areas specifically set aside

for this purpose. Large plant shall be placed in off road land areas specifically

designated for this purpose.

K2.5. ACCEPTANCE OF GAS RETICULATION

Before Council will process any subdivision or land development for takeover,

letters shall be provided by the gas network utility operator advising that the

work has been completed to their standards and they have taken responsibility

for its ongoing operation and maintenance.

CODE OF PRACTICE FOR SUBDIVISION Part K2 – Gas

AND LAND DEVELOPMENT Reticulation


CODE OF PRACTICE FOR SUBDIVISION Part L – Parks, Reserves

AND LAND DEVELOPMENT and Sportsgrounds

Napier City Council JULY 2015 L-137

L. PARKS, RESERVES AND SPORTSGROUNDS

L1. GENERAL

Specific requirements for the provision of Parks, Reserves, or Sportsgrounds are

detailed within Chapter 66 of the Napier City Council District Plan, in particular,

Volume II, Parts A, B and C of the Code of Practice for Subdivision and Land

Development.

Specific requirements for the provision of Parks, Reserves, or Sportsgrounds

within a subdivision, will usually be identified within the relevant Resource

Consent.

Any Parks, Reserves or Sportsgrounds offered as part of a general land

development project must be identified within any Resource Consent

application.

CODE OF PRACTICE FOR SUBDIVISION Part L – Parks, Reserves

AND LAND DEVELOPMENT and Sportsgrounds

Napier City Council JULY 2015 L-138

CODE OF PRACTICE FOR SUBDIVISION Part M –Appendices

AND LAND DEVELOPMENT

Napier City Council JULY 2015 M-139

M. APPENDICES

CONTENTS

M1. AS-BUILT INFORMATION REQUIREMENTS ............................................................................. M-141

M1.1. AS-BUILT PLANS .......................................................................................................... M-141

M1.2. WATER SUPPLY CONNECTIONS ................................................................................. M-142

M1.3. SEWER CONNECTIONS ............................................................................................... M-142

M1.4. STORMWATER CONNECTIONS ................................................................................... M-143

M1.5. ROADING AS BUILT PLANS ......................................................................................... M-143

M1.6. COMPLETION DOCUMENTATION .............................................................................. M-144

M1.7. AS-BUILT ADDITIONAL INFORMATION ...................................................................... M-147

M2. STANDARD DETAILS – ROADING ............................................................................................... M-155

M3. STANDARD DETAILS – SEWERS AND STORMWATER ....................................................... M-156

M4. STANDARD DETAILS – WATER SUPPLY ................................................................................... M-159

M5. STANDARD FORMS: ROADING .................................................................................................... M-161

M6. DRAUGHTING SYMBOLS AND CODES ...................................................................................... M-163

M7. GLOSSARY OF STANDARDS / GUIDANCE NOTES ............................................................. M-165

M8. SUBJECT INDEX ..................................................................................................................................... M-167




M1. AS-BUILT INFORMATION REQUIREMENTS

M1.1. AS-BUILT PLANS

As-Built Plans are required for all assets to be vested in the Council, and for all

service connections to Council mains (see Drawing M1.1).

Where a single lot is subdivided to form two lots, requiring only additional

connections to serve the second lot, then an as-built plan may not be required.

All plans shall be prepared to comply with Part A, Section 7.2.7.3 of the Code.

To assist in the preparation of as-built plans, the following notes are provided

for guidance.

M1.1.1. Electronic As Built Plans

(1) Electronic As Built Plans must be supplied in Adobe Acrobat PDF 1.4 file

format or later.

(2) PDF files must not be scaled, and must be able to be reproduced at

their original size (as per Part A, Section 7.2.7.3) without scaling.

(3) All sheets must clearly state the following minimal information.

(i) original sheet size (as per Part A, Section 7.2.7.3) and scale

(ii) the horizontal and vertical datums and coordinate system

(iii) Relative Level terms and offset

(iv) the sheet number and total number of sheets

(v) sheet orientation (i.e. north arrow)

(vi) date of survey and drawing

(4) PDF files shall only contain one drawing sheet, and contain only one

page.

(5) PDF files shall be created so that there is a clear difference between

existing and new features when the document is reproduced at its

original scale and in black and white.

(6) PDF files must be generated directly from the CAD, GIS, Survey, or Civil

Engineering Software and must not be edited or modified by an

intermediary process. PDF files must not be scanned copies of the

completed printed As Built drawings; they must be the original and

authoritative drawing.

(7) When printed at the original size (as per Part A, Section 7.2.7.3), all

measurements must scale correctly.

(8) PDF files may contain layers, as long as the following criteria are meet:

(i) Layer names must be clearly understood (i.e. Existing Water

Main, not W1234)

(ii) Layers must logically group features.

(9) PDF files may be geo-referenced.

(10) PDF files must be clearly and uniquely named as per the following

criteria:




(i) Files must be sequentially named to show the sheet order; and

(ii) File names must not contain spaces; and

(iii) File names must only contain Alphanumeric Characters, Under

score, and hyphen (i.e. A – Z, 0 – 9, a – z, _, and -); and

(iv) The prefix of the file name must clearly identify the project.

An example of an acceptable file name is “Project-1_Sheet_9.pdf”.

Alternately, the Council may issue file names for each sheet upon

request. If the Council has issued file names, then these file names

must be used and also shown on the drawing.

(11) PDF files may be supplied on media formats such as USB Flash Drive,

CD or DVD ROM. Any media supplied to the Council in these formats,

will be retained by the Council, and not returned.

(12) PDF files must not have any security permissions set.

(13) PDF files must meet all of the requirements of printed documents as

defined here in Part M1 and Part A, Section 7.2.7.

(14) As Built plans must not be submitted in more than one form. As Built

plans can be submitted as Adobe Acrobat PDF documents or as printed

documents. They must not be submitted in both formats.

The following information is required for all Connections. Refer drawing

M1.1 for clarification

M1.2. WATER SUPPLY CONNECTIONS

(1) Position of the toby measured from the front boundary and the nearest

side boundary.

(2) Length of the connection from the main to the toby.

(3) Offset of the main from the front boundary at the point of connection to

the main.

(4) Cover on the main at the point of connection.

(5) Distance from the point of connection to the main to the nearest

surface fitting (e.g. hydrant or valve). This dimension is optional.

(6) The size, pressure class, joint type and pipe material used for the

connection shall be recorded.

(7) Identification of termination point, i.e.: whether toby or manifold.

(8) If the route of the connection meanders (i.e. anything other than a

straight connection), the route shall be clearly shown on the as-built

plan.

M1.3. SEWER CONNECTIONS

(1) Position of the termination point of the connection measured from the

front or rear boundary and the nearest side boundary.

(2) Length of the connection from the main to the termination point

(measured on the slope).




(3) Offset of the main from the front or rear boundary at the point of

connection to the main.

(4) Cover on the main at the point of connection.

(5) Cover on the connection at the termination point.

(6) Distance from the point of connection to the main to the centre of the

downstream manhole.



M1.4. STORMWATER CONNECTIONS

Connections to the Main

(1) Position of the termination point of the connection measured from the

front or rear boundary and the nearest side boundary.

(2) Length of the connection from the main to the termination point

(measured on the slope).

(3) Offset of the main from the front or rear boundary at the point of

connection to the main.

(4) Distance from the point of connection to the main to the centre of the

downstream manhole.



Connections to the Kerb

(1) The distance from a side boundary to the connection.

(2) The size and pipe material used for the connection shall be recorded.

General

(1) It may be necessary to seek assistance with boundary identification in

order that the correct location of connections can be achieved. The

developer’s surveyor should be enlisted for assistance wherever there is

any doubt.

(2) Where a downstream manhole cannot be readily located then

measurements may be made to an upstream manhole provided the plan

is clearly marked.

M1.5. ROADING AS BUILT PLANS

The following information is required in plan form:

(1) Roading layout

(2) Longitudinal section or kerb levels

(3) Typical cross section for each road showing:

Kerb Line, including kerb type (vertical/mountable, channel/nib)

Pavement, berm & footpath widths

Pavement construction




Design subgrade CBR,

Design EDA

Cross falls

Subsoil drains

Size & material

(4) Sump location and type, grate / back entry, lid level, lead invert, and

sump floor level

(5) Drainage details

(6) Road signs location of all street furniture, road signs, information signs

giving co-ordinates, ground level, wording (including row signage).

Street Lighting

(1) Street light location, co-ordinates, ground level, pole length,

manufacturer & model, lighting head, manufacturer & model.

Ducts

(1) Electrical/Telecom – size and position (where they cross under roads).

The following information is to be supplied on RAMMS data sheets

supplied by NCC Road Asset Unit:

Sealing details

Preseal repairs

Road marking details

Benchmarks

As-built Roading plans shall show the position and levels of all newly established

benchmarks and be tabulated on the plan.

Information as detailed in part F.2.12.4.1. shall be provided and must include:-

Levelling sheets

Mark attribute files

Any benchmarks temporarily relocated as part of the works must be recorded,

and accompanied by a diagram showing the details of the offset.

M1.6. COMPLETION DOCUMENTATION

M1.6.1. Project Completion

Completion reports are required for all assets to be vested in Council and shall

be prepared to comply with Part A, Section 7.2.7.4 of the Code, as well as the

following information:

A Certificate upon Completion of Land Development/Subdivision

Work shall be supplied for all work as per Appendix M5, item M5.5

RAMM data sheets are to be supplied for surfacing, pavement and

road marking as per Appendix M1, item M5.2 to M5.4




Note: The ‘Certificate upon Completion of Land Development / Subdivision

Work’ is also required for all non-public access ways of 2 lots and greater.

In addition, a Project Completion Report must be completed and signed by the

project’s Construction Co-ordinator. Form WAPOP-110F13 is attached, for this

purpose, and should be accompanied by:

A complete set of approved “As Built” plans

A set of Asset Valuation forms for each type of service that is to be

vested in Council

A set of “signed-off” check sheets for each type of service that is to

be vested in Council

Benchmark data as described in part M1.5. above.

M1.6.2. Bonds

M1.6.2.1. Incomplete Works

Consideration will be given to the execution of a bond relating to the works that

have not been completed due to it being out of season or else beyond the

Developers control. Any bond for completion of such works will be at Council’s

discretion.

When applying for approval for such consideration, the Developer shall supply

an accurate estimate of value of the work to be completed and an estimate of

the time required for final completion. The Manager will make arrangements for

the Council’s Solicitor to prepare the Deed at the Developer’s expense and as

security for the carrying out and completing the works. A cash deposit or an

approved indemnifier, or both, will be required for an amount to be one and a

quarter times the sum required to complete the works.

The date for the release of the bond and the date for Council, if necessary to

commence completion of the works, will be by agreement between the Manager

and the Developer, however it will not exceed a timeframe of two years (ref part

A7.1.8.1)

M1.6.2.2. Construction Defects Bonds

The Developer shall be responsible for the complete maintenance of the

engineering works until such time as the Council has been advised that the

survey plan has been deposited.

The Developer shall be responsible, in perpetuity, for any defects as a direct

result of faulty and/or substandard workmanship.

A cash deposit or bond will be required to cover any defects that are identified

within the maintenance period, and shall equate to 50% of the total retention.

The cash deposit or bond shall be to the value of (in respect of the value of the

Contract Works ): 5% of the first $200,000 plus 2.5% of the next $ 800,000 plus

0.875% of any amount in excess of $1,000,000 as prescribed by NZS 3910,

Schedule 1, cl 12.3.1.

The bond will be released at the end of the 12 month maintenance period,

subject to any defects having been repaired to the satisfaction of Council.




M1.7. AS-BUILT ADDITIONAL INFORMATION

Page

AS-BUILT PLAN DETAIL REQUIREMENTS (Drawing M1.1) M-149

PROJECT COMPLETION REPORT (Form WAPOP-11OF13) M-151

LEVELLING RUN ATTRIBUTE SHEET M-153

(EXAMPLE) LEVELLING RUN ATTRIBUTE SHEET M-154




FORM WAPOP-110F13 NCC ENGINEERING APPROVAL

PROJECT COMPLETION REPORT

PROJECT:- ……………………………………………………………………………………………..

Engineering Approval Number:- ……………………………

Resource Consent reference (if applicable):- ……………………………

Full Name (Construction Co-ordinator):-

………………………………………………………………………………………………………………………

This report is to confirm that the above project has been completed to the requirements and

standards set out in the Code of Subdivision and Land Development, the specific conditions

of Engineering Approval, the approved drawings and conditions of Resource Consent that

apply to this work.

Attached to this report are:-

(1) A complete set of approved ‘As Built’ plans.

(2) A set of Asset Valuation Forms for each type of service that is to be vested in

Council.

(3) A set of check sheets for each type of service that is to be vested in Council. The

check sheets have been signed off for final inspection. The Registered Drain layer

has entered their name and registration number and signed the wastewater and

stormwater check sheets as applicable.

(4) Benchmark data, including levelling sheets, mark attribute data, and offset details

(where applicable).

In reference to Part A paragraph 7.2.7.4 of the Code, I confirm that:-

(1) All works have been constructed in the locations and to the levels and details

shown on the ‘As Built’ plans.

(2) The works have been built to currently accepted design and construction standards

and the design intent as detailed in the specification, design drawings and

calculations has been achieved.

(3) Testing of all roads and services has been carried out by or under the direction of

the Construction Co-ordinator and test results comply with the specified standards.

The specific standards, dates of the tests and the test results are attached.

(4) All non-public access ways have been constructed in accordance with the approved

construction drawings.

Signed:-…………………………………………………… Date …………………..

(Construction Co-ordinator)




LEVELLING RUN ATTRIBUTE SHEET

LEVELLING RUN (ROUTE FROM - TO);

NAME NCC SUFI# LINZ CODE EQUIPMENT VERTICAL ORDER HORIZONTAL HBTM HBTM PUBLISHED SOURCE/ SURVEY NAME OF SURVEY LEVELLING LENGTH MISCLOSE

OF LEVEL ORIGIN USED OF LEVEL ORIGIN ORDER NORTHING EASTING LEVEL PLAN REFERENCE DATE SURVEYOR COMPANY (RETURN LENGTH)

NEW EXISTING NCC SUFI# MARK NAME LINZ ID LINZ CODE HBTM HBTM PUBLISHED LEVELLED/REDUCED SOURCE MARK TYPE MARK GNSS POSITIONAL LOT & DP #

NORTHING EASTING ORTHOMETRIC ORTHOMETRIC /SUPPORTING (PHYSICAL TYPE) (GOOD OR BAD) DESCRIPTION ADJACENT TO

HEIGHT HEIGHT (MSL +10m) PLAN REFERENCES

LEVELLING RUN - MARK ATTRIBUTES

LEVELLING RUN ATTRIBUTES




EXAMPLE: LEVELLING RUN ATTRIBUTE SHEET

NAME NCC SUFI# LINZ CODE EQUIPMENT VERTICAL ORDER HORIZONTAL HBTM HBTM PUBLISHED SOURCE/ SURVEY NAME OF SURVEY LEVELLING LENGTH MISCLOSE

OF LEVEL ORIGIN USED OF LEVEL ORIGIN ORDER NORTHING EASTING LEVEL PLAN REFERENCE DATE SURVEYOR COMPANY (1 WAY) (m)

Leica NA704 Auto level

SN34450

NEW EXISTING NCC SUFI# MARK NAME LINZ ID LINZ CODE HBTM HBTM PUBLISHED LEVELLED/REDUCED SOURCE MARK TYPE MARK GNSS POSITIONAL LOT & DP #

NORTHING EASTING ORTHOMETRIC ORTHOMETRIC /SUPPORTING (PHYSICAL TYPE) (GOOD OR BAD) DESCRIPTION ADJACENT TO

HEIGHT HEIGHT (MSL +10m) PLAN REFERENCES

a 339 PIN 18 SO 478094 44174753 CT3Y N/A N/A 12.600 12.600 NCC INTRAMAPS Bolt N/A over street sump Pt Lot 1 DP112

a 340 PIN 19 SO 478094 44174754 CT3Z N/A N/A 12.860 12.861 NCC INTRAMAPS SS Pin N/A Top of kerb Lot 1 DP2173

a N/A 01.01.15.001 3654011 N/A 816000.00 420000.00 N/A 12.869 DP450000 OMA GOOD In footpath Lot 1 DP500000

a N/A 01.01.15.002 N/A N/A 816100.00 420100.00 N/A 12.872 N/A MA BAD Top of kerb Lot 11 DP500000

a N/A 01.01.15.003 N/A N/A 816602.76 420990.51 N/A 14.653 N/A IT GOOD In footpath Lot 1 DP10796

ABC SURVEYS LTD 3000m 0.006

LEVELLING RUN (ROUTE FROM - TO); SS43 - BDA3 SALE ST/MARINE PDE INT - LATHAM ST/GEORGES DRIVE INT

NOTE; SOME OF THE INFORMATION SHOWN ABOVE IS FICTITIOUS. NONE OF THE DATA ABOVE SHOULD BE USED AS A SURVEY REFERENCE.

366 CT3X 1 6 816374.07 421055.850

LEVELLING RUN - MARK ATTRIBUTES

15.972 NCC INTRAMAPS 42005.000 J.SMITHSS 43 SO4877




M2. STANDARD DETAILS – ROADING

Drawing No. Description

M2.1 Standard Rural Road Cross Sections

M2.2 Standard Urban Road Cross Sections – Residential

M2.3 Standard Urban Road Cross Sections – Commercial

M2.4 Standard Urban Road Cross Sections - Industrial

M2.5 Shared Pedestrian & Cycle Accessway & Service Lane Cross Sections

M2.6 Minimum Dimensions for Urban Residential Non-Public Accessways

M2.7 Urban Vehicle Crossing VC1 and VC2 Residential

M2.8 Urban Vehicle Crossing VC3 and VC4 Commercial and Industrial

M2.9 Mountable Kerb Vehicle Crossing VC5

M2.10 Chequer Plate Crossing VC6

M2.11 RVC.1 Rural Vehicle Crossing




M2.15 Standard Corner Layout with Pram Crossings

M2.16 Standard Pram Crossing

M2.17 Standard Sign Installation

M2.18 Standard 4.5m Berm Details

M2.19 Standard Kerb Profiles

M2.20 Standard Dish Channels Details

M2.21(a) Standard Single Road Sump (with Non-Mountable Kerb)

M2.21(b) Standard Double Road Sump

M2.21(c) Standard Single Road Sump (with Mountable Kerb)

M2.22 Alternative Back sump with non-mountable Kerb

M2.23 (a) Standard Stormwater Sump Grate

M2.23 (b) Stormwater Sump Grate (for use on steep grades only)

M2.24 Typical Subsoil Drain Details

M2.25 Road Name Plate Locations

M2.26 Road Name Plate Mounting

M2.27 Typical Street Light Configuration and Arrangement for Urban Roads

M2.28 3.0m and 3.5m Bus Bays

M2.29 Dimensions of Cul-de-sac Turning Areas

M2.30 Alternative Residential Cul-de-sac Details

M2.31 T and Y Turning Heads

M2.32 Turning Areas for Private Roads and Accessways

M2.33 Maximum Breakover Angles for Vehicle Crossings

M2.34 Standard Trench Details

M2.35 Rural Road/Accessway Entrance – Edge Protection for Drain Depth 1.0m

M2.36 Cross-section Guidelines for Verges on Rural Roads

M2.37 Cyclist Facility Design Guide

M2.38 Cyclist Holding Rail and Bike Stand Details

M2.38 (a) Cyclist Deflection Rail Detail

M2.39 Motor Vehicle Rail Barrier

M2.40 Stormwater Connection to Kerb and Channel





M2.41( a) High Capacity Hillside Road Sump Details 1 of 2

M2.41( b) High Capacity Hillside Road Sump Details 2 of 2

M2.41 (c) High Capacity Road Sump for Flat Areas

M2.42 (a) Paved Threshold Details

M2.42 (b) Paved Raised Platform

M2.43 Pedestrian and Splitter Island

M2.44 Pavement Joint Details

M2.45 Precast Sump Block for Standard Kerb

M2.46 Precast Sump Block for Mountable Kerb

M2.47 Tree Planter And Root Director Detail

M2.48 Prohibited Locations of Driveways

M2.49 Paved Threshold Paver Layout

REVISION

NAPIER CITY COUNCIL + WORKS ASSET DEPARTMENT

CREATED

AMENDED

Apr 02

STANDARD RURAL ROAD CROSS-SECTIONS SCALE

NOT TO

M2.1Mar 14

B

*

*

*

*

1

5

*

5

1

5

1

ARTERIAL (<4000 VPD)

COLLECTOR (<2000 VPD or <200 DUs)

MAJOR LOCAL (Up to 500 VPD or < 50 DUs)

(Up to 150 VPD or < 18 DUs)

MINOR LOCAL

stripGravel100mm

stripGravel100mm

C/L

-3% -3%

stripGravel100mm

-3%-3%

C/L

stripGravel100mm

stripGravel100mm

stripGravel100mm

stripGravel100mm

stripGravel100mm

Invert 150mm below subgrade level or 500mm below seal edge whichever is the greater.

-3%-3%

-3% -3%

C/L

C/L

5

1

Max2

1

1

5

1

Max

1/2

1/2

1

Max

Max2

1

2

1

Max

1/2

Max1

Max 2

1

5

1

5

1

5

11

Max

1/2

appropriateEdgeline where

Edgeline

shoulderSealed

shoulderSealed

Whole numbers = mm. Decimalised numbers = m.NOTE:

Seal width

Seal width

Seal width

EdgelineshoulderSealed

shoulderSealed Traffic Lane Traffic Lane

Traffic Lane Traffic Lane



Pavement layers

Pavement layers

Pavement layers

Pavement layers

3.503.50

Subgrade level

3.003.00

6.0VergeBerm

200

7.0VergeBerm

200

7503.503.50750

8.50VergeBerm

10.0VergeBerm

1.503.503.501.50

Boundary

Boundary

Boundary

Boundary

Boundary

Boundary

-3% -3%

-3% -3%

-3% -3%

(Ref. M2.18Berm & FootpathParkingCycleTraffic LanesTraffic LanesCycleParking

(Ref. M2.18Berm & Footpath





MAJOR LOCAL (<125 DUs OR <1500 VPD)

MINOR LOCAL (<25 DUs OR <200 VPD)

ARTERIAL PRINCIPAL & COLLECTOR

REVISION


CREATED

AMENDEDRESIDENTIAL

STANDARD URBAN ROAD CROSS-SECTIONSSCALE

NOT TOJul 01

Boundary

Mar 14 M2.2B

4.504.50 (4.00)4.50 (4.00)4.50

9.00 (8.00)

23.60

14.60

4.502.001.803.503.501.802.004.50

18.0m with through traffic (17.0m without through traffic)

13.50

4.503.003.003.00

6.00


REVISION


CREATED

AMENDED SCALE

NOT TOJul 01

M2.3COMMERCIAL

STANDARD URBAN ROAD CROSS-SECTIONSMar 14

B

ARTERIAL, PRINCIPAL, COLLECTOR ROAD

LOCAL ROAD

(Commercial)

(Commercial)

Boundary

Boundary

Boundary

Boundary

-3% -3%

-3% -3%

Footpath Footpath

FootpathFootpath

Traffic Lane Traffic Lane ParkingCycleCycleParking

Pavement layers

Pavement layers


20.60

3.002.001.803.503.501.802.03.00

17.00

3.005.505.503.00

14.60

11.00

REVISION


CREATED

AMENDED SCALE

NOT TO

INDUSTRIALSTANDARD URBAN ROAD CROSS-SECTIONS

Jul 01

M2.4Mar 14

B

ARTERIAL, PRINCIPAL, COLLECTOR ROAD

LOCAL ROAD

Boundary

Boundary

Footpath Footpath

-3% -3%

Boundary

Boundary

Footpath Footpath-3% -3%

ParkingParking Cycle Cycle


(INDUSTRIAL)

(INDUSTRIAL)

1.806.006.001.80

1.802.001.803.503.501.802.001.80

18.20

14.60

12.00

15.60

REVISION


CREATED

AMENDED

Jul 01

M2.5SCALE

NOT TO

May 14

C& SERVICE LANE CROSS SECTIONS

SHARED PEDESTRIAN & CYCLE ACCESSWAY

SERVICE LANE

SHARED PATHWAY PAVEMENT

Boundary

Boundary

-2%

Asphaltic Concrete

Pavement layers

Concrete infill


min. width

Grass

Grass Concrete

Compacted basecourse

2.40

6.60

3.303.30

7.40

REVISION


CREATED

AMENDED SCALE

NOT TO

NON-PUBLIC ACCESSWAYSMINIMUM DIMENSIONS FOR URBAN RESIDENTIAL

Jul 01

M2.6Mar 14

B

■ Whole numbers = mm. Decimalised numbers = m.■ Refer to Section F1.12 and Table F-4 for design and surfacing requirements.

NOTES:

NO KERB

ONE KERB

TWO KERBS

NO KERB

ONE KERB

TWO KERBS

SERVING 2 to 3 LOTS.

SERVING 4 to 8 LOTS.

ONE NIB & ONE KERB

100

-2% -2%

-2%

-2% -2%

-2% -2% -2% -2%

-2%-2%

(6m Residential Rural)4.80 250250

250

250150

250 250

250

3.00

3.25

3.00

3.50

3.00

4.80 5.30

5.05

4.80

5.30

4.80

REVISION


AMENDED

Jul 01

NOTES:

TYPE DESCRIPTION REINFORCINGDEPTH "D"CONCRETE

VC 1

VC 2

1 Dwelling

2 to 3 Dwellings

100mm

125mm

NO

NO

M2.7SCALE

NOT TO

F

CREATED

NOTES: Whole numbers = mm. Decimalised numbers = m.

Refer to Std Dwg M2.33 for driveway profile limits8.

above the invert of channel to control stormwater.

the crossing shall ramp up at least 130mm

Where the adjacent property is below the road level,7.

vehicular traffic.Splay angles shall be 45°.

balance of the footpath is capable of withstanding

1.2m concrete ramp may be installed provided the

Where the footpath is full width (boundary to kerb) a6.

the splay angles shall be 45°.

Where the footpath abuts the back of kerb 5.

widths shall be 1.2m max.

grass berms shall have a splay angle of 1:4, splay

The splay on residential crossings within full width4.

the ramp does not encroach into the footpath

The splay width maybe reduced to 0.6m where3.

requirements are not exceeded.

it is in good order and the maximum grade

The existing footpath may be retained where2.

path and the path altered to suit.

kerb should extend to the boundary side of the

is less than 1 metre the crossing grade from the

Where the distance between the kerb and path1.

RESIDENTIALURBAN VEHICLE CROSSING VC1 and VC2

August 15

Carriageway

Kerb face

"D"

Pro

perty B

oundary

ChannelKerb &

1 in 50 (2%)

25mm step

CROSS SECTION A-A

(12.50%)1 in 8 max

1.101.4m footpath2.00

Sawcut channelinvert to remove kerb

100mm (min.)Compacted AP40 Metal

Grass berm.

A

A

Property Boundary

1:8

maxslo

pe

25

mm

code Part F1.6.14.3

Refer to

Refer to Note 2

required for jointing.sawcut, whereFootpath to be

(Refer to cross section)for jointing.

Sawcut kerb

Refer to Note 1

for depthRefer to table below

Concrete Slab 20MPa

Footpath

600min

1200m max

600min

1200 max

REVISION


CREATED

AMENDED SCALE

NOT TO

M2.8Jul 01

ECOMMERCIAL AND INDUSTRIAL.

URBAN VEHICLE CROSSING VC3 AND VC4August 15

DESCRIPTION REINFORCINGTYPE

Replace Kerb & channel

Property Boundary

Concrete vehicle crossing

Carriageway

665 HRC

Carriageway

Normal Commercial

4 or more Dwellings/VC3

VC4 High Commercial/

Industrial use

150mm

Specific design

(150 mm min)

1 layer

665 mesh

'D'

CONCRETE DEPTH 'D'

A

A

125mm

wide 25mm thick,300mmAsphaltic Concrete basecourse and footpath with M4Sawcut, reinstate

Boundary

Pro

perty

DEPTHSUB-BASE

CROSS SECTION A-A

footpath.Concrete Asphaltic

footpath.Asphaltic Concrete

300

300

Slope 1:8

max

min

1.00

Concrete slab 20mpa

for sub-base depth)(refer to table below,Compacted AP40

665 mesh

2 layers HRC150mm

1 in 8 max

min

1.00

1:8 Slope max

1:8 Slope max

Refer to code Part F1.6.14.3

Refer to standard drawing M2.33 for driveway profile limits 3.

Reinforcing to be HRC 665 2.

Mechanical compaction required.1.

NOTES:

existing kerb & channelSawcut & remove

(see table below)HRC Mesh 150 laps

at invertthickness 150mmMinimum channelKerb & Channel

25mm step

Sawcut

25

mm


REVISION


CREATED

AMENDED

Jul 01

M2.9SCALE

NOT TO

Mar 14 MOUNTABLE KERB VEHICLE CROSSING VC5B

maximum grade requirements are not exceeded.Existing footpath may be retained where it is in good order and the 2.

Refer to Standard Drawing M2.31 for driveway profile limits.1.

NOTES:

FootpathVehicle Crossing

Pro

perty B

oundary

Property Boundary

Footpath

A

A

minimum thicknessCompacted AP40 100mm

Carriageway

min

200

100

Kerb & ChannelStandard mountable


Grass Berm.

Refer to code Part F1.6.15

Splays as per VC1 and VC2 options

required for jointingsawcut where

Footpath to be

REVISION


CREATED

AMENDED

Jul 01

SECTION A-A

SCALE

NOT TO

M2.10Mar 14

3. Refer to Std Dwg M2.7 for stormwater control.

2. Refer to Std Dwg M2.31 for driveway profile limits.

removed for maintenance and they shall not rattle.1. Steel plates shall be securely fastened, easily

NOTES:

CHEQUER PLATE CROSSING VC6

chequer plate crossingsSpecific design is required for industrial

the approval of the Road Asset ManagerChequer plate crossings may only be installed with

NOTE:

B

Property

boun

dary

A

NOTE:

at appropriate position.Existing seal/asphalt to be sawcut

Maximum length of chequer plates: 1.5mTaper ramp as shown to prevent ponding.

A

min.

for commercial crossings.Mesh reinforcing required

BackfillM4 Basecourse.

Sawcut to remove existing kerb.

D12 Bars


Splays as per VC1, VC2, VC3 and VC4 options

Varies

75 75

150flush surface.Rebates to maintain

Min 8mm thickness.Webco Plate or similar.

flush surface.Rebates to maintain

100300 - 400

180

Note:

Asphaltic Concrete25mm min

REVISION


CREATED

AMENDED SCALE

NOT TOJul 01

May 14

C

M2.11RVC 1 - RURAL VEHICLE CROSSING

Edge of seal.

Edge of seal.

Centreline

Operating

100

60

70

80

90

50

40

FRONTAGE ROAD CLASSIFICATION

MINIMUM SIGHT DISTANCE (metres)

Speed

(kph) Distance (m)

Edge line

Edge line

Sight distance Sight distance

110

120 230

190

30

40

130

105

85

55

160 160

65

85

105

130

45

35

190

230 330

290

70

90

210

175

140

115

250

70

80

100

1. COUNCIL ROADS 2. STATE HIGHWAYS

Sight

Minimum

Drain

and sealedArea to be constructed

(kph)

(from centre of lane) (from centre of lane)

B

A

D

E

C

Speed

Operating

140

170

240

*R = 15m for heavy vehicles*R = 9m for light vehicles use (includes single unit truck)

Local Roads

drivewaysLow & high volume

Low volume driveways

Collectors Arterial/ Principal


accesswayto match

Min. width

F-4)(Refer Table

* R

* R

the driveway to stop clear of the carriageway while the gate is being opened or closed.

Any gate shall be recessed back from carriageway sufficient distance to allow any vehicle likely to be using5.

The operating speed shall be the 85th percentile speed on the road frontage. (refer Part F1:1.5.4).4.

b) Low and high volume driveways on arterial roads, no obstructions allowed within these sightlines (parked vehicles not excluded)

sight lines (excluding occassional parked vehicles)

a) High volume driveways on collector roads, no permanent obstructions allowed within these

Sight lines CE & DE:

Sight lines AC & BD: No obstuctions allowed within these sightlines.3.

Sight distances shall be measured from a point 1.15 m above the ends of each sight line.2.

Point A, B, C & D shall be on the centre of the lane.1.

NOTES:

5.0

m

Legal Boundary

Sight lines

Sight Lines

MINIMUM SIGHT DISTANCES (ref. Land Transport - RTS6)

refer to section F1 of the Code.Culvert diameter & Headwall

REVISION


CREATED

AMENDED RVC 2 - RURAL VEHICLE CROSSING

Jul 01

SCALE

NOT TO

May 14

C

M2.12

Edge of seal.

Centreline

1:10 Taper

Edge of seal.

Sight distance Sight distance

* R

Edge line

Edge line

Speed

(kph)

Operating

250

115

140

175

210

90

70

290

330230

190

35

45

130

105

85

65

160160

55

85

105

130

40

30

190

230120

110



40

50

90

80

70

60

100

Drain

(from centre of lane)(from centre of lane)

* R

B

AC

D

1. COUNCIL ROADS

accesswayto match

Min. width.

(Refer Table F-4)

E

1:10 Tape

r

*R = 15m for heavy vehicles

*R = 9m for light vehicles use (includes single unit truck)

Local Roads

drivewaysLow & high volume


Collectors Arterial/ Principal



Any gate shall be recessed back from carriageway sufficient distance to allow any vehicle likey to be using5.









NOTES:

5.0

m

MINIMUM SIGHT DISTANCES (ref. Land Transport-RTS6)

6.0

m

Area to be permanently surfaced

6.0

m

Sight lineSight lines

Legal boundarysection F1 of the Code.Culvert diameter & headwall refer to

REVISION


CREATED

AMENDED RVC 3 - RURAL VEHICLE CROSSING

Jul 01

SCALE

NOT TO

M2.13May 14

C

Edge of seal.

Centreline

15m1:10 taper 35m 1:10 taper

Edge of seal.

Sight distance

(from centre of lane.) (from centre of lane.)

Sight distance

(kph)

100

80

70

2. STATE HIGHWAYS

Sight

Edge line

Edge line

Drain

Distance (m)

Minimum

permanently surfacedArea to be

C

B

A

D

E

Speed

Operating

140

170

240

*R = 15m for heavy vehicle use.

*R = 9m for light vehicles use (includes single unit truck)

Speed

(kph)

Operating

250

115

140

175

210

90

70

160

55

85

105

130

40

30



40

50

90

80

70

60

100

1. COUNCIL ROADS

Local Roads Collectors Arterial/ Principal

* R

* R

1:10 Taper

drivewaysHigh volume

Low & high volume driveways

(Refer Table F- 4)match accessway

min. width to

250

115

140

175

210

90

70

160

85

105

130

drivewaysLow volume

drivewaysHigh volume











NOTES:

6.0

m

1:10 taper

35

45

65

5.0 m

MINIMUM SIGHT DISTANCES (ref. Land Transport-RTS6)

2.5

m

2.5

m

section F1 of the Code.Culvert diameter & headwall refer to

Legal boundary

Sight Lines

Sight Lines

REVISION


CREATED

AMENDED SCALE

NOT TO

RVC 4 - RURAL VEHICLE CROSSING

Jul 01

Distance (m)

70

80

(kph)Minimum

Sight

MINIMUM SIGHT DISTANCES

May 14

C

M2.14

(kph)

100

80

70

2. STATE HIGHWAYS

Sight

Distance (m)

Minimum

Speed

Operating

140

170

240

Operating Speed

High Volume DrivewaysCollector, Principal & Arterial

1. COUNCIL ROADS

(kph)

80

70

100

Limit

Speed Wideneing

Length

"d" (m)

60

70

80

90100

90 210

140

175

250

& STATE HIGHWAYWIDENING COUNCIL ROADS

LENGTH OF SHOULDER

90

the driveway to stop clear of the carriageway while the gate is being opened or closed.centre of the lane.










NOTES:

6m

Drain

*R

*R

Sight distance

(from centre of lane.)

Centreline

Edge line.

1:10 Taper to edge of seal

Sight distance

(from centre of lane.)

1:10 Tap

er to edg

e of seal 1:10 Taper to edge of seal Edge of seal

Edge line.

1:10 Tape

r to edge o

f seal

min. width

d

of AccesswayCentre line

A

permanently surfaced.Area to be

d

B

E

D

C

min

min

*R = 15m for heavy vehicle use.

6.0

m

5.0

m

6.0

m

Sight lines

section F1 of the Code.Culvert diameter & headwall refer to

Legal Boundary

Sight lines

REVISION


CREATED

AMENDED M2.15WITH PRAM CROSSINGS

STANDARD CORNER LAYOUTSCALE

NOT TO

May 14

C

Jul 01

2.00

1.40

1.10

Boundary

Grass berm

Footpath

Grass Berm

Kerb & Channel

Tangent Point

Pram Crossing

0.8

R

0.8

R

MIN

CrossingPram

R 8.0 MIN

4500

Tangent Point

400.0

0

R

ROAD HIERARCHY CORNER SPLAYS KERB RADIUS

3m x 3m

6m x 6m

8.0m

13.50m

of collector / collector status & belowResidential & commercial road intersections

collector status & industrial.Road intersections above collector /


MIN

14001203

900

REVISION


CREATED

AMENDED SCALE

NOT TO

STANDARD PRAM CROSSING

Jul 01

M2.16May 14

C

BA

SECTION B-B

PLAN

45°45°

100

SECTION A-A

Sawcut to joint

Sloped sides

Boundary

Kerb SplayChannel Invert

1 in 8 max slope.

M4 Basecourse

Varies

1.2

0 min.

1.40 min.

20mm lip

20mm lip


1.5

0 m

ax.

0.8

m min.

REVISION


CREATED

AMENDED

May 09

STANDARD SIGN INSTALLATION

GROUND SOCKET FOUNDATION DETAILS

SIGN LOCATIONS

SCALE

OT TON

CONCRETE FOOTPATH& GRASS BERMA/C FOOTPATH

SPLITTER ISLAND

BERM

gro

und

above

NOTE:

IS PROHIBITED

CONCRETE MIX

USE OF RAPID SET

B

M2.17June 15

GIVE

WAY

30 - 5

0

600

300

30 - 5

0

500

300

100

==

2.5

0 min. over fo

otp

ath

500 min.

Also Refer to dwg No. M2.26 for foundation detailsNOTE:

for 60mm Ø pole600mm ground socket

A/C footpath.

Grass berm.

torqued to 18Nm².of the sign face andoriented in the directionGrub screw should be

socket for 60mm Ø pole.400mm aluminum signfix

or galvanised steel pole.60mm ID Aluminium

socket.concrete from enteringStop and preventsCap - Acts as Pole

RG-17ARG-17 or

white powder coated.or galvanised steel pole60mm ID Aluminium fluted

foundation20 MPa concrete300 x 300 square

foundation20 MPa concrete300 x 300 square

concrete footpath.100mm thick


and pole must be 400mm. spacing between kerb face2. For bus stop signs the

on the top end of the pole.1. A plastic cap shall be fitted

NOTE:

REVISION


CREATED

AMENDED STANDARD 4.5m BERM DETAILS

Jul 01

M2.18SCALE

NOT TO

May 14

Approval is required from the NCC Road Asset manager.

In constrained conditions the minimum cover to services maybe reduced to 450mm. 3)

Sewer in Centre of Carriageway2)

to a maximum of 20% with the Roading Managers Approval.

Where ground profile dictates the inner berm may be altered from 4%1)

NOTE:

C

200mm

900mm

1.8m

4.50

100 min.

footpath100mm Concrete

2%20% max.4% min.

4%

Water

Boundary

Po

wer

Gas

Teleco

m

750 c

ov

600 c

ov

250 300 450

LV

Spare

HV

2.00 1.40 1.10

AP40 basecourse100mm min.

HV 1

100 c

ov

LV 6

00 c

ov

Stormwater


0mm

(See *Note)+325max.+150 min.

+105

+75mm

polelightStreet

100mm topsoil

100mm topsoil

REVISION


CREATED

AMENDED STANDARD KERB PROFILES

Jul 01

to be rounded R=25mmExposed edgesExcept where noted

M2.19

Minor dimensional variations to kerb & channel may be approved by the Road Asset Manager.2.

Crack control joints shall be sawcut at 6.0m intervals to coincide with every second footpath joint if kerb is adjacent to footpath.1.

NOTES:

SCALE

NOT TO

Mar 14

B

KERB & CHANNEL

min.

300145

10

20

R 20

Length = 590mm

Road Asset Division.where specifically approved by Council'sKerb blocks are only to be used

KERB BLOCK

PRECAST, ISLAND

min.*

NIB

8

10

min.*

55R 30

R 20

to be rounded R=20mmExposed edgesExcept where noted

MODIFIED NIB

KERB & CHANNEL DETAIL

STANDARD MOUNTABLE

*

procedures

Refer to part F for CBR design

weak subgrades.

high traffic flows / heavy traffic /

* To be increased at locations with


125

105

145

90

445200

150235

200

Sub-baseSub-grade

40

200

30120

90

10mm Mortar Bed

165160

140

145

105

260

200

325200 Sub-grade

Sub-base

520200

165

130 30050

40

58

30

200

220

Sub-grade

Sub-base

200

150

125

225

130

5

90

(where required)

REVISION


CREATED

AMENDED STANDARD DISH CHANNELS DETAILS

Jul 01

TYPE A

TYPE B

M2.20

600

445

190

150

300145

125

105 145

150

200 min.

200 min.

R 20

300mm DISH CHANNEL

2 x D12 bars 665 Mesh

Mar 14

B

procedures

Refer to part F for CBR design

weak subgrades.

high traffic flows / heavy traffic /

* To be increased at locations with

**

V channel drains shall only be used with the approval of Road Asset Manager.3.

Crack control joints shall be saw cut at 6.0m intervals.2.

Channels in rural areas or in any situation of high velocity and/or high flow require specific design.1.

NOTE:

*

rounded R=25mm

exposed edges to be

Except where noted all

SCALE

NOT TO

40

40

150

150300150

Sub-base

Sub-grade

Sub-grade

Sub-base

heavy traffic or weak sub-gradesin locations with traffic volumes/Add 1 layer of 665 mesh and 2 D12 bars

20


200 min.

REVISION


CREATED

AMENDED

Jul 01

SINGLE ROAD SUMP

SECTION G-G

fall 40mm Grate

40mm fall toGrate

40mm fall to

100

mm

min.

TP TP

G

NOTES:

300 min.

100

75

20

50 min.

165

250 - 260

350

400

445

Sawcut

Epoxy

M2.21(a)D

Concrete to be 20MPa, 90mm slump2.

properly compacted.should be wet mix concrete,extruded kerbs, sump surroundsWhere sumps are situated within1.

100

1.21.2

(WITH NON-MOUNTABLE KERB)STANDARD SINGLE ROAD SUMP

March 2015 SCALE

NOT TO

1.0

0

RR 1.0

0

and SurroundStandard Sump Grate

1 x D12mm 1.5m long

Sawcut

1 x D12mm

75


1 x D12mm

Sump leador DN200 uPVCDN225 RCRRJ

packing to suitEpoxy Mortar


DN600 Sump Barrel

(refer drawings M2.45/ M2.46)Pre-Cast Sump Block

MIN.

DN30

0 Sum

p lead

950

0.20

1.20

2 x D12mm 2.5m long

Sawcut

DN600 Sump Chamber

DN300 Sump - Sump Connection

Sawcut

REVISION


CREATED

AMENDED SCALE

NOT TO

M2.21 (b)Feb 12

STANDARD DOUBLE ROAD SUMP D

SECTION G-G

DOUBLE ROAD SUMP

300 min.

100

75

20

50 min.

165

250 - 260

Epoxy

DN 600

G

except as shown.sump identical to single sumpDimensions and falls for double2.

a minimum slump value of 90mm.the sump aprons shall be 20 Mpa with Concrete used for the forming of 1.

NOTES

G

Jan 2015

100

Grate40mm fall to

Sawcut

Grate40mm fall to


1 x D12mm


75

2 x D12mm

LeadDN300 Sump

ConnectionDN300 Sump - Sump

REVISION


CREATED

AMENDED

SINGLE ROAD SUMP

SECTION G-G

100

mm

min.

TP TP

G

NOTES:

300 min.

100

20

50 min.

350

400

445

Sawcut

Epoxy

M2.21(c)A

Concrete to be 20MPa, 90mm slump2.

properly compacted.should be wet mix concrete,extruded kerbs, sump surroundsWhere sumps are situated within1.

100

1.21.2

March 2015(WITH MOUNTABLE KERB)

STANDARD SINGLE ROAD SUMP

150

45

slope target 15% (8.5°)

March 2015

Grate62mm fall to

Grate62mm fall to

SCALE

NOT TO

fall 33mm

1.0

0

RR 1.0

0

and SurroundStandard Sump Grate

1 x D12mm 1.5m long

Sawcut

1 x D12mm


1 x D12mm




DN600 Sump Barrel

(refer drawings M2.45/ M2.46)Pre-Cast Sump Block

REVISION


CREATED

AMENDED

Aug 96

Kerb

Channel

SECTION

FRONT ELEVATION

PLAN

M2.22

600Ø Sump barrel

SCALE

NOT TO

below top of kerb.barrel to be 150mmTop of sump1.

TO SET UP:

or similar.& smooth off with Eparto achieve 100mm gapBreak out sump barrelMin. gap = 100 x 400mmInlet:

Mar 14

BNON-MOUNTABLE KERB

ALTERNATIVE BACK SUMP WITH

150

400

100

400 300300

100150

(Dimensions differ)shown in background.kerb & channelNon-mountable

Channel invert

chainattachmentL section &50 x 50 x 6

Kerb (Non-mountable)

Kerb face

Precast lid

channel into sump.Increase fall across

HD 12 25mm cov.

HD 16 25mm cov.

Precast lid

40mm Chamfer @ 45°

cleaning accessfor inspection &Galvanised lid470 x 470 x 8


with the approval of the NCC Road Asset Manager

The alterative back sump may only be installed2)

Sump to be used in CBD and Rural areas only.1)

NOTE:

REVISION


CREATED

AMENDED SCALE

NOT TOApr 10

May 14 M2.23(a)STANDARD STORMWATER SUMP GRATEC

A

A

BB

44mm

32

mm

C

C

DD

647

60964 64

64

16 16

18

705

737

647

56

12

41

64

56

19

12

25

39

18

508

38

403

44

695

635

32

635

FRAME

GRATE

SECTION A-A

SECTION B-B

SECTION C-C

SECTION D-D

29

29

27

30

30

25

HINGE


28

38

25.530

22

415

64

Hinge

REVISION


CREATED

AMENDED SCALE

NOT TOApr 10

Mar 14 M2.23(b)B

(FOR USE ON STEEP GRADES ONLY)STORMWATER SUMP GRATE

Hinge

A

A

BB

44mm

32

mm

C

C

DD

647

64 64

64

16 16

705

737

647

56

12

41

64

56

19

12

25

39

18

508

76

403

44

695

635

635

FRAME

GRATE

SECTION A-A

SECTION B-B

SECTION C-C

SECTION D-D

29

25

19

29

25

HINGE


19

25

76

415

64

32

18

609

REVISION


CREATED

AMENDED TYPICAL SUBSOIL DRAIN DETAILS

Jul 01

on Filter Fabric

min R

oad M

etal

Level

below lowest Subgrade

Min of 200mm

Filter Fabric

UNDER KERB DRAINAGE

RURAL SUBSOIL DRAINAGE

M2.24SCALE

NOT TO

surface.

subgrade

below road

300 min.

Carriageway

C

May 14

200mm

100

500 min.

310 min.

100

100

with Filter Sock

Alkathene Subsoil Drain

110 Dia slotted PVC or

110 Dia Subsoil Pipe

Basecourse

Material

Approved Drainage

Approved drainage material

Filter Layer if required

Basecourse

Sub-base

Subgrade

Subgrade


REVISION


CREATED

AMENDED

A

Jul 07 SCALE

NOT TO

ROAD NAME PLATE LOCATIONS

Jul 01

M2.25

Signing for Arterial / Local and Arterial/Arterial Intersections

(Where one Arterial is Dual Carriageway)

(Where both Arterial is Dual Carriageway)

Signing for Arterial / Arterial Intersections

REVISION


CREATED

AMENDED SCALE

NOT TO

ROAD NAME PLATE MOUNTING

Jul 01

Ground Level

Background Material:Blade Material:Blade Depth:Letter Colour:Letter Spacing:Letter Style:Letter Height:

Reflectorised BlueAluminium Extrusion159mm and 200mmReflectorised WhiteA.S. 1744 MediumSeries C100mm

M2.26

NOTES:

Mar 14

B

3.0

0

600

300

NOTE: Also refer to dwg No. M2.38 for foundation details.

Not less than 159mm for all others.2.

Not less than 200mm for CBD, Arterials and Principal Roads.1.

Plate Sizes:

is mounted.end of the pole where no cross road signA plastic cap shall be fitted on the top1.

NOTE:

Pole cap.

M10 Grub screw (Stainless Steel)

white powder coated.or aluminium fluted pole60mm ID galvanised steel

Aluminium signfix socket for 60mm pole.

concrete foundation.300 x 300 square 20 MPa


REVISION


CREATED

AMENDEDAND ARRANGEMENT FOR URBAN ROADSTYPICAL STREET LIGHT CONFIGURATION

Jul 01

M2.27SCALE

NOT TO

C

June 15

150w or 250w Lantern

(or Lantern to suit Design Criteria)

Set Back(s)

of Road Lighting Pole

Parking Lane

or Shoulder Traffic Lanes

Standard Outreach

(or Lantern to suit Design Criteria)

Traffic L

anes

Carria

ge

way

Verge

Parking Lane or Shoulder

Sealed or Unsealed

Set

Back

Set

Back

Kerb

Kerb

Road

Lighting Pole

Verge

Kerb

Refer to Appendix B, AS/NZS1158.1.3

min 400mm

7.3m galvanised steel pole

35w metal Halide Lantern

Actual Spacing must satisfy the Design Criteria listed in the StandardsNote that this Pole Spacing is only a guide

50 - 80m for Local Roads40-50m for Arterial and Collector Roads

10m Galvanised Steel Pole

ARTERIAL ROADS SET BACK LAYOUTAND LOCAL ROADS

COLLECTOR

TYPICAL STAGGERED ARRANGEMENT

REVISION


CREATED

AMENDED 1:200

SCALEJul 01

M2.283.0m AND 3.5m BUS BAYS

o/s 220mm

o/s nil

o/s 840mm

o/s 3.08m

o/s 3.39m

o/s 3.5m

o/s 3.5m

o/s 3.22m

o/s 2.34m

o/s 610mm

o/s nilo/s nil

o/s 560mm

o/s 2m

o/s 2.74m

o/s 3m

o/s 3m

Bus Sto

pped

o/s 2.89m

o/s 2.58m

o/s 860mm

o/s 220mm

o/s nil

Parkin

g w

hen

Permitte

d

Parkin

g w

hen

Permitte

d

Parkin

g P

ermitte

dKerbline if

Kerbline if

Parkin

g n

ot

Permitte

d

Parkin

g w

hen

Permitte

d

Parkin

g P

ermitte

d

Kerbline if

Permitte

d

Parkin

g n

ot

Kerbline if

Parkin

g w

hen

Permitte

d

+ 1

2.0

0 for each e

xtra B

us

+ 1

2.0

0 for each e

xtra B

us

Mar 14

B

3.5

m B

US B

AY

3m B

US B

AY

3.50

1.50

2.4

82.2

14.4

24.9

62.9

42.8

07.4

71.4

01.4

7

2.0

0

2.3

02.0

64.1

44.6

02.9

42.8

05.8

01.4

01.4

7

1.0

0

3.00

1.00

14.6

18.0

0 for

One B

us

11.5

9

20.00

R20.00R

20.00R

20.00 R

10.00

R10.00R

10.00

R

Bus e

dge.

Line of

Offset fro

m this Line.

Bus e

dge.

Line of

Offset fro

m this Line.

14.6

114.0

0 for

One B

us

10.8

0


REVISION


CREATED

AMENDED SCALE

NOT TOJul 07

DIMENSIONS OF CUL-DE-SAC TURNING AREAS

RADIUS TABLE

2% min

8.00

R

9.50R

9.50R

8.00

R

Grass B

erm

Concrete F

ootp

ath

Grass B

erm

Kerb a

nd C

hannel

Kerb a

nd C

hannel

Grass B

erm

Concrete F

ootp

ath

Grass B

erm

RESIDENTIAL - 8.0m

COMMERCIAL - 15.0m

INDUSTRIAL - 15.0m

NOTE:

gradient arcs 0.3%Minimum kerb

Mar 14

B

M2.29

number of dwelling unitsWidth depends on the road type and

SEE T

ABLE

where cul-de-sac head in low point.Double sumps and double leads

turning area.offset cul-de-sacKerb line for

turning area.offset cul-de-sacKerb line for

Yellow Broken lines shall be marked where required.NOTE:


as requiredBroken Yellow Line

REVISION


CREATED

AMENDED

Painte

d R

oad M

arkin

g

Berm

Berm

Footp

ath

Kerb line

without footpathor 3m

without footpathor 3m

SCALE

OT TON

ALTERNATIVE RESIDENTIAL CUL-DE-SAC DETAILSMay 14

C

Jul 01

M2.30

1. Design drawings shall clearly indicate the tracking path of the design vehicle.

NOTE:

4.0

03.0

03.0

03.0

03.0

010.4

5

26.4

5

3.75

3.75

4.50 4.50


12mR

7.5R

5.25

R

9.0R

30°

REVISION


CREATED

AMENDED

Jul 01

SCALE

NOT TO

T & Y TURNING HEADSMar 14

B

M2.31

Example of Cul-de-sac Head Illustrating:

Minimum turning circle

Kerbside crossing allowing three point

turn for heavy vehicles

Reduced carriageway where parking and

passing provision specifically designed

Reduced C

arria

ge

way (3

m)

Without FootpathOr 3m

Without FootpathOr 3.00

Berm

Footp

ath

Berm

Boundary

Berm

Footp

ath

Berm

Boundary


3.00

6.3

0R

4.50

4.506.001.10 1.40 2.00

Carp

arkin

g

Carp

arkin

g

REVISION


CREATED

AMENDED

Jul 07

M2.321:250

SCALE

4.50R

22.5°

22.5°

DROADS & ACCESSWAYS

TURNING AREAS FOR PRIVATE June 15

Y TURNING

T TURNING

L TURNING

4.5

0

3.00

Reference: Appendix 18 of the District Plan.

4.00

R

4.00

R

2.50

300


3.5

0

3.0

R

3.0

R

4.5

0

3.00

4.0

0

REVISION


CREATED

AMENDED

Jul 07

SCALE

NOT TO

FOR VEHICLE CROSSINGS

MAXIMUM BREAK OVER ANGLESMar 14

B

4. Buses are permitted lower clearace value of (A+B) of 6% or 3.4°.

3. Based on 90th percentile car as at 1990

up at least 130mm above the invert of channel to control stormwater

2. Where the adjacent property boundary is below road level, the crossing shall ramp

1. A, B, C, & D Refer to the gradients expressed either as percentage or in degrees

NOTE

≤ 17% (or 9.6°)B + C

≤ 17% (or 9.6°)D - B

≤ 10% (or 5.7°)A + B MAXIMUM CHANGE OF GRADE:

M2.33

2.00


Boundary

DRIVEWAY

PROPERTYPRIVATE BERM

VEHICLE CROSSING CARRIAGEWAY

A

D

B

C

REVISION


CREATED

AMENDED SCALE

NOT TOJul07

STANDARD TRENCH DETAILS

exceedin

g 2

00

mm

Co

mpacte

d in layers n

ot

with T

NZ B/2 s

pecification.

to 9

5% M

DD in a

ccord

ance

backfill m

aterial co

mpacte

dGap 6

5 or oth

er appro

ved

exceedin

g 2

00

mm

Co

mpacte

d in layers n

ot

with T

NZ B/2 s

pecification.

to 9

5% M

DD in a

ccord

ance

backfill m

aterial co

mpacte

dGap 6

5 or oth

er appro

ved

300

mm a

bove top of service

Beddin

g m

aterial shall n

ot exceed

300

mm a

bove top of service

Beddin

g m

aterial shall n

ot exceed

sta

ndard.

achie

ve c

om

paction

co

mpacte

d in layers to

TN

Z F/1 s

pecification.

90

% M

DD in a

ccord

ance with

backfill m

aterial co

mpacte

d to

Selecte

d or oth

er appro

ved

CO

NC

RE

TE

GR

AS

S A

RE

A

150

mm clean topsoil

for grass mix

Berm

s & Tre

es

Refer to p

art E. 2.1

1-

straig

hth

aul.

* inclu

des riveru

n

**

M2.34

DN +

500

mm m

ax.

DN +

375

mm min.

DN +

500

mm m

ax.

DN +

375

mm min.

DN +

500

mm m

ax.

DN +

375

mm min.

100

mm min. 150

mm for P

VC

300

mm a

bove top of service

Beddin

g m

aterial shall n

ot exceed

0m

m

Tre

nch s

houlder

150

mm

10 asphalt

25

mm of

mix

concrete

20 M

Pa

100

mm of

0m

m

Top of beddin

gTop of beddin

g

150

mm tre

nch s

houlder

waterpro

of

me

mbra

ne.

30

mm mix 1

0 asphalt o

n

CO

NC

RE

TE

AS

PH

AL

T

CO

NC

RE

TE

AS

PH

AL

T

SE

AL

2 C

OA

T

May 14

C

code

Section F

1.7 of this

determined as p

er

basecours

e d

epth

specification

MD

D in a

ccord

ance with T

NZ B/2

TN

Z M/4 A

P40 c

om

pacte

d to 9

8%

the kerb

footp

ath s

hall b

e to

reinstate

ment of

within 1

m of kerb,

Where tre

nch lies

NO

TE:

50

mm either side of joint

poly

mer

modifie

d seala

nt,overlap

100

mm b

andage seal usin

g

trench s

houlder

1st coat 150

mm

overlap

100

mm

2nd c

oat

CA

RRIA

GE

WA

YF

OO

TP

AT

HB

ER

M

basecours

e.

TN

Z M/4 A

P40

100

mm

co

mply with O

SH require

ments.

Battering a

nd/or prote

ction to

specification

pro

vider's

per principal

Beddin

g m

aterial as

specification

pro

vider's

per principal

Beddin

g m

aterial as

specification

pro

vider's

per principal

Beddin

g m

aterial as

REVISION


CREATED

AMENDED

Nov 07

EDGE PROTECTION FOR DRAIN DEPTH <1.0mRURAL ROAD / ACCESSWAY ENTRANCE - M2.35

SCALE

NOT TO

Mar 14

B

Access

way

Rural R

oad or

Water table

'Z' CLASS PIPE END PROTECTION

75

75

Road Boundary

RCRRJ pipe300mm Dia min.

Edge of seal

200x150mm Concrete collar.

6:1 max.Cut face at 4:1 min.

to cover exposed reinforcing10mm epoxy cap over cut end

refer below for details.chamfered culvert end.

Rural Road

Invert of drain

Driveway surface

3. No concrete filled bags or similar are to be used.

150mm thick by 200mm wide concrete "collar" pipe

2. The exposed end of the pipe is to be encased in

1. Only concrete pipes are to be used. Minimum diameter 300mm

NOTES

Less than 1.0

m


REVISION


CREATED

AMENDED

Nov 07

M2.36SCALE

NOT TO

Fill Batter

Fill Berm

*See Note 1

Subgrade

Pavement

Pave

ment

Depth

Varies

(See Note 3)

Cut B

atter

5:1 (S

ee Note

2)

Unsealed Metal Strip

FOR VERGES ON RURAL ROADS

TYPICAL CROSS SECTION GUIDELINES

NOTES:

(B) 150mm below the pavement/subgrade interface.

(A) 500mm below the seal edge, or

*Adopt which ever provides the greater depth:1.

within 3.0m of topside of curves. of 4:1 in constrained locations. 6:1 side slopes are required 5:1 Side slopes may be narrowed to an absolute minimum2.

in Table F1. given in 'Note 1' above, but with minimum width as shown The verge width is determined by the critical dimensions3.

See Drawing M2.1 for typical cross section details4.

Mar 14VERGES ON RURAL ROADS

CROSS SECTION GUIDELINES FOR

B

150

* min.

VergeBerm

100


1.00 min 500 min

500 min

REVISION


CREATED

AMENDED SCALE

NOT TOJun 07

M2.37Mar 14

B

CYCLE FACILITY DESIGN GUIDE

REVISION


CREATED

AMENDED

Jul 01

SCALE

NOT TO

May 14

C

NOTE: Whole numbers = mm. Decimalised numbers = m.

M2.38

Tape to be Class 1 (AS1906.1)3.

"Design Guides".Hold bars are to comply with Austroads 2.

powder coated white.medium wall thickness Galv. tube then Hand rails to be made from 50mm Ø 1.

NOTES:

CYCLIST HOLDING RAIL AND BIKE STAND DETAILS

(see detail).Reflective Tape

concrete path100mm thick

surround.250Ø Concrete

(Stainless Steel)M10 Grub screw

White Tape.

White Tape.

Red Tape.

Class 1 (AS 1906.1).Reflective Tape to be

0.6 (minimum)1.5 (desirable)

R=250mm

100

275

100


surround.250 Ø Concrete

ELEVATION

HOLDING RAIL

TAPE DETAILREFLECTIVE

BIKE STAND DETAIL

PLAN

500

350

foundationx 250 wide

Stainless Cycle standType B,

20 MPa concrete.

footpath.concrete100mm thick

800 minim

um

100

0.5

1.0

mounting the handrail.act as a sleeve for suitable diameter to Aluminium socket of

REVISION


CREATED

AMENDED

Jul 01

SCALE

NOT TO

May 14

C

NOTE: Whole numbers = mm. Decimalised numbers = m.

M2.38aCYCLIST DEFLECTION RAIL DETAIL

Tape to be Class 1 (AS1906.1)3.

"Design Guides".Hold bars are to comply with Austroads 2.

powder coated white.medium wall thickness Galv. tube then Rails to be made from 50mm Ø 1.

NOTES:


concrete path100mm thick

(Stainless Steel)M10 Grub screw

White Tape.

White Tape.

Red Tape.

Class 1 (AS 1906.1).Reflective Tape to be

3.0

100

275

100

100

min

R=250mm

1.4

Deflection Rail 2m Radius

Tactile line marking

Edge of path

Edge of path

1:10 Taper 1:10 Taper

1:10 Taper 1:10 Taper

DEFLECTION RAIL

TAPE DETAILREFLECTIVE

PLAN OF DEFLECTION RAIL SETUP

mounting the handrail.act as a sleeve for suitable diameter to Aluminium socket of

surround.250mm Ø Concrete

100

500

1.0

REVISION


CREATED

AMENDED

Jun 09

M2.39SCALE

NOT TO

Boundary or fe

nce

Boundary or fe

nce

Mar 14

B

*

* 1.25m minium clearance to allow access by mobility scooters

Refer to Std Dwg M2.38 for Reflective tape details.NOTE:

MOTOR VEHICLE RAIL BARRIER

PLAN

ELEVATION

Varies

1.3

0

150

R

Varies

400300

powder coated white.galvanised steel pipe,50mm min dia

concrete path.100mm thick

to act as sleeve.Galvanised socket

(Stainless steel).M10 Grub screw


1.0

0

800

800

300 min1500 max

REVISION


CREATED

AMENDED

Jun 09

AND CHANNELSTORMWATER CONNECTION TO KERB M2.40SCALE

NOT TO

Mar 14

B

FOR KERB AND CHANNEL REPLACEMENT ONLYSTORMWATER CONNECTION TO STANDARD KERB AND CHANNEL

FULL WIDTH BERMSTORMWATER CONNECTION TO STANDARD KERB AND CHANNEL

The invert of adaptor shall be level with invert of channel.NOTE:


BOUNDARY

BOUNDARY

25

25

Varies

Pipe Adaptor.Existing

match the kerb profile and colour.2 part epoxy mortar toRebuild the kerb using

Sawcut.

kerb face profile.RHS angled to match

closely over RHS ends.joining band to fit

Stainless steel

to pipe adaptor.RHS connection from kerb100 x 75 x 3mm galvinised

match the kerb profile and colour.2 part epoxy mortar toRebuild the kerb using

kerb face profile.RHS angled to match

Sawcut.

located inside boundary.DN100mm uPVC pipe adaptor

inside pipe adaptorThis end of RHS to fit

closely over RHS ends.joining band to fit

Stainless steel

to pipe adaptor.RHS connection from kerb100 x 75 x 3mm galvinised

REVISION


CREATED

AMENDED

Jul 09

SCALE

NOT TO

M2.41 (a)C

(PAGE 1 OF 2)HIGH CAPACITY HILLSIDE ROAD SUMP DETAIL

Jan 2015

(per cha

mber)

cover to all reinforcin

g b

ars

There s

hall b

e a minim

um of 50

mm

with 1

7.5

Mpa c

oncrete infill gro

ut.

All block cavities are to b

e fille

d

NO

TE

Epoxy m

ortar aro

und c

ha

mber

walls

uP

VC M

H starter pipe,

RRJ 3

15

mm O

D

Fle

xible joint.

D12 straig

ht-5 O

FF

8-D

12-4

00

150

UNIT 2

40

mm fall

400

145

Concrete nib

Modifie

d D

N600 b

arrel

Epoxy m

ortar haunchin

g

600 mim

UNIT 2 cast into the c

oncrete nib

Concrete b

ase

450

std. hook

840

520

1-R

10x1500 reinforcin

g

DD

Cha

mber end w

alls

500

500

500

D12-2 O

FF

D12-8 O

FF

D12-8 O

FF

E E

CH

AN

NE

L G

RA

DIE

NT

min.

Silt trap

190

1200 minim

um

2900

2400

1800

350

300

2800

600200220

1204

20

150

min.

300 800

40

190

320

260

1105 min.

200 series c

onc. blocks

2.6

5

1.13

800

IMP

OR

TA

NT

1200

(Silt trap)

Std D

N1050 a

ccess c

ha

mber

Std c

oncrete M

H b

ase

D12-straig

ht

D12-straig

ht

UNIT 2

M20 h

ex n

ut

& w

asher

UNIT 1

Desig

n T

OK

Concrete nib

footp

ath

Berm or

UNIT 1 b

olt to U

NIT 2

D12 at 400crs.

2-D

12

All straig

hts, cut le

ngth to s

uit.

All reinforcin

g is d

eform

ed M

S gra

de.

wall reinf.

D12 e

nd

the c

oncrete c

hannel and c

oncrete nib b

ehin

d U

NIT 2.

plu

mb a

nd vertical. T

he gra

die

nt slo

pe is a

djuste

d in the d

epth of

with gra

die

nt all a

ccess c

ha

mber and s

um

p w

alls are c

onstructe

d

Where hig

h capacity s

um

ps are c

onstructe

d in a c

hannel

face of th

e pro

posed kerb as s

ho

wn in the a

bove S

UM

P P

LA

N

inside b

ack w

all of th

e c

ha

mber

will be in align

ment

with the b

ack

When c

onstructing the c

oncrete block c

ha

mber check that th

e

concrete a

pro

n

Std s

um

p grate a

nd

R 1

0.0

0

R 1

0.0

0C

oncrete block S

W c

ha

mber

2-D

12x3200 c

hannel reinforcin

g

cha

mber openin

g

40 m

m fall to

UNIT 1 c

hequer plate kerb top

Std kerb a

nd c

hannel

Channel transitio

n 3

00-4

00

mm

and c

hannel

Std kerb

main

To S

W

Sta

ndard M

H lid

DN

375 s

um

p lead

D12

DN37

5 lead to S

W main

MH

D12

D12

D12

2x

D12

gro

ut

cavity to h

old c

oncrete

Te

mporary p

ackin

g in

blocks laid tra

nsversly

Top c

ours

e, 400x200

LO

NGIT

UDIN

AL S

EC

TIO

N D-D

X-S

EC

TIO

N E-E

BE

NDIN

G S

CH

ED

UL

E

SU

MP P

LA

N

ON FLAT ROADS USE TRIPLE SUMPS IN LIEU OF RC CHAMBER.THIS DETAIL FOR USE ON STEEP ROADS.NOTE:


REVISION


CREATED

AMENDED SCALE

NOT TOJul 09

M2.41 (b)Jan 14

C(PAGE 2 OF 2)

HIGH CAPACITY HILLSIDE ROAD SUMP DETAIL

NTS

NTS

100

5

R

25

165

400

500 T

ypical

6m

m M

S plate

35

135

90

B B

A

A

C C

6 (

Typical)

2400 O/A

112 o

verall

Stiffener 10

mm M

S

125

185

500

500 T

ypical

200

500

500 T

ypical

100 180

30

165

105

500 T

ypical

440

280

2802370 O/A

125

End plates 6

mm M

S

after

manufa

cture

Hot dip g

alvanise b

oth u

nits

NO

TE

to form kerb top

5m

m c

hequer plate, folded

Gusset

End plate 6

mm M

S

100x10 M

S flat

Stiffeners

6m

m M

S plate

Drill 5 h

oles at 22 dia

100x10 M

S plate

End plates

Cha

mfer

End plate 1

0m

m M

S

R10 b

ars as s

ho

wn

Weld 5 e

qui-dista

nt

Anchor ro

ds.

Tack w

eld in place

M20x30 h

ex b

olt

Drill 5 h

oles at 22 dia

Gussets 5

mm M

S plate

End plate 1

0m

m M

S

UNIT 1 - F

RO

NT E

LE

VA

TIO

NX-S

EC

TIO

N A-A

X-S

EC

TIO

N B-B

X-S

EC

TIO

N C-C

UNIT 2 - F

RO

NT E

LE

VA

TIO

N


A

A

1.20

2.40

TO GRATE40mm FALL

TO GRATE40mm FALL

40mm FALL40mm FALL

(SEE DETAIL)2 PART REMOVABLE CHECKER PLATE KERB

FOOTPATHROAD LEVEL

100

75

300

min

100

100

150

DN 375 SUMP LEAD

DN 375 SUMP LEAD

2 - D12 REINFORCING

AND SURROUNDSTANDARD SUMP GRATE

DN 375 uPVC SUMP - SUMP CONNECTIONS

KERB AND CHANNELBREAK LINE IN

R 1.0

R 1.0

DN 600 SUMP CHAMBER

PLATE KERB, (SEE DETAIL)2 PART REMOVABLE CHECKER

SUMP - SUMP CONNECTIONDN 375 uPVC

AND SURROUNDSTANDARD SUMP GRATE

2 - D12 REINFORCING

AT 300 CENTRESM20 HEX NUT AND WASHERUNIT 1 BOLT TO UNIT 2

DN 600 SUMP CHAMBER (X3)

SECTION A - A

REVISION


CREATED

SCALE

NOT TO

HIGH CAPACITY ROAD SUMP FOR FLAT AREAS M2.41 (c)Feb 12

C

AMENDED JAN 2015


REVISION


CREATED

AMENDED

Jan 10

M2.42 (a)SCALE

NOT TO

May 14

C

TYPICAL PLAN OF PAVED THRESHOLD

PAVED THRESHOLD DETAILS

PAVED THRESHOLD

TYPICAL CROSS SECTION OF

1.00

1.00

Raised Platform

3.0

0

1.20

1.20

Proposed top of kerb.

flush with the top of kerb.Raised platform to be

be flush with the lip of channel.Concrete extension of ramp to

Existing top of kerb.

Proposed lip of channel.

range of pavers, 230 x 114 x 65mm.Colour "Rustic Red", ProfileHorizon International, Auckland.Nubrik clay pavers, from


of soldier course.traffic dirction with bordera herring bone pattern 45° to230 x 114 x 65mm to be laid inProposed clay pavers

Design pavement. Design pavement.150

1.001.203.001.201.00

350high rounding30mm

100

asphaltic concrete.25mm min. thick

asphaltic concrete.25mm min. thick

40mm min. cover.655 mesh

bedding sand.30mm min. thick

30mm thick min. bedding sand.

range of pavers, 230 x 114 x 65mm.Colour "rustic Red", ProfileHorizon International, Auckland.Nubrik clay pavers, from

leveling course.75mm Thick AP20

basecourse.150mm min. AP40150mm min. thick Concrete.

REVISION


CREATED

AMENDED

Feb 10

SCALE

NOT TO

M2.42 (b)May 14

C

OF P

AV

ED R

AIS

ED P

LA

TF

OR

M

TY

PIC

AL C

RO

SS S

EC

TIO

N

PAVED RAISED PLATFORM

DE

TAIL A

A

M2.4

2b

1.0

01.2

01.0

05.0

01.0

01.2

01.0

0

150

100

65

mm P

avin

g blocks.


150

35

mm thic

k b

eddin

g sand

65

mm P

avin

g blocks.

35

mm thic

k b

eddin

g sand

100

150

40

mm c

over

min.

665 M

esh

basecours

e 1

50

mm thic

kM

4 A

P40 c

om

pacte

d

20

MPa C

oncrete

M4 A

P40 c

om

pacte

d b

asecours

e

REVISION


CREATED

AMENDED

Jul 09

PEDESTRIAN AND SPLITTER ISLAND M2.43

TRAFFIC ISLAND KERB DETAIL

PEDESTRIAN ISLAND WITH 1.5m CROSSING

AS SHOWNMar 14

B

60°

1.50

50

5.0

0

R

400

R

65.0

0R

where specified.Tactile paving layout

SCALE 1:100

200

200

100

100

NIB

590mm long.

Existing Seal.

1.8

0 min.

SCALE NTS

300

R300R

9.00 min.

RG17

RG17

white paint.100mm wide reflectorised

Std Dwg M2.17.Hold rail to

Existing seal.

25mm Mortar bed.

30mm mix to AC.

(Refer to Std Dwg M2.19)Standard nib.

(Refer to Std Dwg M2.19)Standard precast kerb block.

crack sealed.from channel lip, joint to be Sawcut carriageway 600mm

60mm Thick pavers.

Precast kerb block

10mm min. mortar

Kerb painted reflectorised white.

20mm sand.

Compacted metal.

Sub-base.

100mm concrete infill.

100mm concrete infill.


BLOCK ISLAND (PAVER INFILL)PART SECTION THROUGH KERBKERB BLOCK

REVISION


CREATED

AMENDED

Jan 10

M2.44SCALE

NOT TO

2 COAT SEAL LAPPING DETAIL

PAVEMENT JOINT DETAILS

JOINING DETAIL

ASPHALTIC CONCRETE

JOINING DETAIL

CHIPSEAL

C

150 min

at sawcut edgescoat 100mm min Overlap 2nd seal

June 15

2 Coat chip seal


2) Pavement joint construction shall meet the National Code of Practice for utility operators access to transport corridors.

1) All sawcut joints in asphalt pavement must be sealed with approved hot poured rubber bitumen in accordance with NZTA, TNZ C/6

NOTES:

50 min 100 min

(Not to be undercut at edge).Existing Seal

side of jointbitumen band, 50mm either100mm hot poured rubber

Asphaltic concrete 25mm min

(not to be undercut at edge)Existing seal

sawcutFinal

chip seal onlyOverlap 2nd coat

basecourseNew AP40

100 min

Initial sawcut.

basecourseNew AP40

basecourseNew AP40

Initial sawcut

Initial sawcut

undercut at edges)(not to be Existing seal

basecourseUndisturbed



REVISION


CREATED

AMENDED

Jan 10

M2.45

END ELEVATIONELEVATION

ISOMETRIC

SCALE

NOT TO

FOR STANDARD KERB

PRECAST SUMP BLOCKMar 14

B

PLAN

60 35

220760220

45

35

60

78

158

180

184

130

250

25R

25

R 125

NOTE: All concrete to be 20MPa

10mm Chamfer.

Shear key formed by 50 x 50mm

338m Mesh.

centrally placed.D16 1200mm long,


REVISION


CREATED

AMENDED M2.461:10

SCALE

May 14

C

Mar 10

PRECAST SUMP BLOCK FOR MOUNTABLE KERB

PLAN

END ELEVATION

NOTE: All concrete to be 20MPa

95

140

110

110

220

60

25

210

16

990

80

20

120

110770110

16mmØ Reo Bar

16mmØ Reo Bar & Curved Back to reduce chipping.Revised Front Edge

& Curved Back.Revised Front Edge


REVISION


CREATED

AMENDED

Jan 10

M2.47SCALE

NOT TO

TREE PLANTER AND ROOT DIRECTOR DETAILMay 14

C


850

650

1.10

Tree grates.UG - 1050

25mm asphaltic concrete.

Tree surrounds.

RD - 1050Root director

of root director.assist positioningSand layer to

Topsoil.

AP40 Basecourse.

REVISION


CREATED

AMENDED

Jan 10

M2.48SCALE

NOT TO

PROHIBITED LOCATIONS OF DRIVEWAYSMay 14

C


Kerb

Kerb

Boundary

Boundary

Boundary

Kerb

Kerb

15.00 15.00

7.0

0

No vehicle crossingspermitted local roads.

15.0

0

No vehicle crossings permittedcollector, principal and arterial roads.

Boundary

No vehicle crossings permitted for multi unit development with 2 or more dwellings, for local roads.

No vehicle crossings permitted for multi unit development with 2 or more dwellings, for collector, principal andarterial roads.

REFER TO SECTION F1.6.14.2 LOCATION OF URBAN VEHICLE CROSSINGS

7.00 7.00

REVISION


CREATED

AMENDED

Jan 10

M2.49SCALE

NOT TO

PAVED THRESHOLD PAVER LAYOUTMay 14

C


DETAIL B

DETAIL A

Road

STREET THRESHOLDS, RESIDENTIAL

BLOCK PATTERNS AND LAYING METHODS FOR

rampConcrete

NOTES:

Kerb and Channel.formed as part of the Concrete wedge to be

The herringbone pattern shall be laid at 45° to the traffic flow.4.

non-parallel discrepancies (Detail B).

Pavers abutting the concrete ramp shall be cut so as to accommodate minor

A soldier course is required around the total perimeter of the paved area.3.

the herringbone pattern is to be adjusted to suit.

maximum dimensions in two perpendicular directions not less than 50mm

In order to achieve more than half a paver or no part paver having 2.

of the Kerb and Channel.

Concrete wedge (Detail A) shall be formed as part1.

pavers to be cut.Soldier course

Soldier course.

Reinforced nib.




M3. STANDARD DETAILS – SEWERS AND STORMWATER


M3.1 Bedding And Outfall Details

M3.2 Sewer and Stormwater Trench Details: Concrete Pipes

M3.3 Sewer and Stormwater Trench Details: Flexible and all Water Pipes

M3.4 Anti-scour Blocks for Steep Pipelines

M3.5 Standard Access Chamber With Pre-Cast Components

M3.6 Standard Access Chamber Pipe Joint Details

M3.7 Shallow Access Chamber And Inspection Chambers

M3.8 Drop Connection To Access Chamber (Sewerage Chambers Only)

M3.9 Connections into Access Chambers

M3.10 Energy Loss Coefficients Through Standard Access Chamber

M3.11 Single Sewer Connection

M3.12 Twin Sewer Connection

M3.13 House Connection With Ramped Riser

M3.14 Connection Locations

M3.15 Single Stormwater Connection To Kerb And Channel

M3.16 Double Stormwater Connection To Kerb And Channel

M3.17 Sewage Pump Station : Schematic Arrangement

M3.18 Pipe Joints at Pump Stations

M3.19 Inspection Box – Sewer

M3.20 Inspection Box Details – Sewer

M3.21 Open Channel Cross-Section

M3.22 Easement Dimensions

M3.23 Hydrostatic Test Method

M3.24 Plan Scheme for small to medium-sized Washdown Facility

M3.25 Section Scheme for small to medium-sized Washdown Facility

Bed of open drain

slab for scour protection

Reinforced concrete

200 min.

200 min.

200 min.

for scour protection

Reinforced concrete slab

900 (min)

A

in place by mortarBoulders secured

Outfall pipe

backfillCompacted AP40

topsoil200mm thick

Outfall pipe

Haunching material

in place by mortarBoulders secured

VIEW A

APR 02

REVISION


CREATED

AMENDED

Whole numbers = mm. Decimalised expressions = m.NOTE:

SCALE

NOT TO

BEDDING AND OUTFALL DETAILSJAN 2015

B

M3.1

In Grassed Area In Existing Carrigeway

the road asset manageras approved by

Road resurfacing

Topsoil

max d

epth set by sa

me cla

uses

Se

wer cla

use H.1.5.1

Storm

water cla

use I.1.1

7.1

Minim

um c

over

either side of jointsealant. Overlap 50mm using polymer modified100mm bandage seal

greaterWhichever is theD/6 or 0.20m

D

granular mix5-14mm clean

Bedding material

(depth determined from Section F1.7)AP 40 BASECOURSE

not exceeding 200mmaccordance with TNZ B/2 in layers Compacted to 95% MDD in imported material compacted.AP65 or other approved

0.3

D min.

100 (

min.)

150

min.

not exceeding 200mm compacted in layers

Selected backfill

be determined by the Design EngineerAny specific trench fill requirements shall●

to be determined by separate designBasecourse and surface design for new roads ●

NOTES:

REVISION


CREATED

AMENDED


DEC 2014

SCALE

NOT TO

M3.2JUNE 15

BTRENCH DETAILS - CONCRETE PIPETYPICAL SEWER AND STORMWATER

In Grassed Area In Existing Carrigeway

150

min

C

B

Minimum Dimensions

>450, <=900

>300, <=450

>150, <=300

>=75, <=150

150

100

100

75

b c o B=D+2C

1050-1500

700-850

450-600

275-350

bo

300

200

150

100

150

150

150

100

Ø (Diameter)


Road resurfacing

D

max d

epth set by sa

me cla

uses

Se

wer cla

use H.1.5.1

Storm

water cla

use I.1.1

7.1

Minim

um c

over


Topsoil

5-14mm clean rounded granular mixBedding and surround material

TNZ M4 AP40(depth determined from Section F1.7)BASECOURSE

not exceeding 200mmaccordance with TNZ B/2 in layers Compacted to 95% MDD in imported material compacted.AP65 or other approved

not exceeding 200mmcompacted into layers

Selected backfill

be determined by the Design EngineerAny specific trench fill requirements shall●

NOTE:

REVISION


CREATED

AMENDED


DEC 2014

M3.3SCALE

NOT TO

B

JUNE 2015TRENCH DETAILS - FLEXIBLE PIPES

TYPICAL SEWER AND STORMWATER

G.L.

D/2

Ground lev

el

Pipeline

150

150150

Trench side

150

300

minimum cover to pipeDotted line indicates

before pouring concrete to pipe wall6mm Denso Tape or similar

If pipe is uPVC, then wrap with

duct cast through block30mm uPVC drainage

300

duct cast through block30mm uPVC drainage

of not less than 17 MPamaterial to give a strength Cement stabilised bedding

20MPaConcrete

LONGITUDINAL SECTION

CROSS SECTION

MAR 07

REVISION


CREATED

AMENDED ANTI-SCOUR BLOCKS FOR STEEP PIPELINES SCALE

NOT TO


JAN 2015

B

M3.4

unless directed otherwise by the NCC Asset Manager.

Anti-scour blocks to be place behind every second pipe joint,

NOTE:

APR 02

REVISION


CREATED

AMENDEDPRE-CAST COMPONENTS

STANDARD ACCESS CHAMBER WITHSCALE

NOT TO


JAN 2015

B

M3.5

150 min

match pipe heightInner shape toup to DN1050Pipe >=DN600

size Manhole riserStandard DN1050 minimum

Bedding material.

typical trenchBackfill - as per

Concrete20MPa

FROM DN600 TO DN1050 PIPES

150

150

990mm opening

Bedding material.

Concrete.20 MPa

Pipe >=DN1050

Manhole riser Standard DN1050 (mininum)

REINFORCED CONCRETE PIPES

MANHOLES FOR >=DN1050

1 in 4

100

600mm min.

400

mm m

ax.

or approved epoxy mortar.20MPa concrete mortar

rungs @ 300mm crs.coated stainless steel 316 ladderthan 1.4m fix approved plasticFor access chambers deeper

riser sections.Standard DN1050

fixed with epoxy mortar.Approved frame and lid

CLEAR OPENING

Thro

at

thic

kness

NOTE:

Covers and frames shall comply with

AS3996 Class D, and have a clear

opening of not less than 600mm.

Covers shall be hinged for all

manholes.

When used in roads,hinge should be

located on the side nearest to

oncoming traffic.

other approved method.fixed using 3 x masonary bolts or

rings (maximum thickness 100mm each)Concrete spacing/ adjustment

Ordinary grade 20MPa haunching.

Standard precast base.

100mm thick compacted base.

HN-HO-72Standard precast lid designed to

STANDARD ACCESS CHAMBER

PRECAST OR INSITU

APR 02

REVISION


CREATED

AMENDEDJOINT DETAILS

STANDARD ACCESS CHAMBERSCALE

NOT TO


JAN 2015

B

M3.6

(Sewer).Earthenware half pipe

(Sewer).Earthenware half pipe

min.

15

mm g

ap

50

100500 500100

75

150 75

500

100 100

150

50

(stormwater).Plaster finish to concrete

100

25

barrel DN 1050Precast access chamber

Pipe stub.

Plaster

(stormwater).Plaster finish to concrete

epoxy mortar.50mm throat

barrel DN 1050.Precast access chamber

epoxy mortar.50mm throat

Plaster.

on exterior of PVC pipe.Solvent glue & sand

PVC. PIPE DETAIL

CONCRETE PIPE DETAIL

REVISION


CREATED

AMENDED

APR 02


M3.7AND INSPECTION CHAMBERS

SHALLOW ACCESS CHAMBERSSCALE

NOT TO

JAN 2015

B

TYPICAL SECTION

ORIENTATION OF BRANCH ENTRIES (TYPICAL)

INSPECTION CHAMBER AND SHALLOW ACCESS CHAMBER

Up to 225Ø

approved manhole cover and frameStandard Napier City Council

barrel DN600 minimumPrecast access chamber

HaunchingConcrete

designed to HW-HO-72Precast concrete lid

Surround20MPa Concrete

300-500 300-500

500 max 500 max

Maximum pipe size connected DN225Depth not exceed 900mmNOTES:

length cut to suit.DN 600 sump barrel

max.45°00'00"

metal baseCompacted

APR 02

REVISION


CREATED

AMENDED M3.8


SCALE

NOT TO

C

MAY 2015(SEWERAGE CHAMBERS ONLY)

DROP CONNECTION TO ACCESS CHAMBER

CompactedMixedMetal

Compacted MixedMetal

1 in

4

100 min.

FGL

frame to concreteEpoxy mortar

Epoxy mortar around pipe

and maintenance.Tee for inspection

via smooth bendchannel entry

to be continuous intoDrop connection

500mm

50mm (max.)

Flexible Joint

Fill Void with Epoxy Mortar

Standard DN1050 Manhole Riser and anchor as requiredapproved plastic pipe clipGrade 316 stainless steel or

haunchingGrade 20MPa concrete

Normal bedding

SECTION THRU CHAMBER

Flow

Flow

Flow

Sewer main

via smooth bendchannel entry

to be continuous intoDrop connection

PLAN OF MANHOLE

MAR 10

APR 10

REVISION


CREATED

AMENDED

A

SCALE

NOT TO


CONNECTIONS INTO ACCESS CHAMBERS M3.9

)elbiss

op erehw( decaps yllauqe

snoitcennoc 6 mumixaM

45° 45°

1

2

3 4

5

6

Precast Chamber

1050mm I.D.

No connections

FL

OW

APR 10

APR 02

REVISION


CREATED

AMENDED

ATHROUGH STANDARD ACCESS CHAMBER

ENERGY LOSS CO-EFFICIENTSSCALE

NOT TO


M3.10

DN PIPE (mm)

CHANGE OF DIRECTION (degrees)

7 10 15 20 25 30 35 40 45 50 60 70 80 90

0.0

0.02

0.04

0.06

0.08

0.10

0.12

0.14

0.16

0.18

0.20

0.22

0.24

0.26

0.28

900

825

750

675

600

525

450

375

300

225

CHAMBER

DN 1050 ACCESS

DIRECTION IN

FOR CHANGE OF

LOSS COEFFICIENT K

AUG 07

REVISION


CREATED

AMENDED CONNECTIONSEWER SINGLE


JUNE 15

C

M3.11SCALE

NOT TO

Ground Level

X X

BendDN 100 x 45°

Sewer MainDN 225 or DN 150

12001200

DN100 riser connection

45° DN100 Junction

DN100 PVC Sewer Pipe

BendDN100 x 45°

100Ø Lateral


500

1350 min

1350 min.

up to the boundary

same lateral, the lateral is to be DN150

NOTE: Where 2 properties connect into the

SP-SO 45°225 x 100 Junction

Boundary

Boundary

footp

ath

Boundary

min. 500

min. 300

400

Sealing cap

Capped end

PLAN

SECTION X - X

AUG 07

REVISION


CREATED

AMENDED CONNECTIONSEWER TWIN


JUNE 15 M3.12SCALE

NOT TO

B

X X

chamberMarley civil inspection2.

OR

tested to 5m,riser connection pressureFibreglass (FRP) 100mm1.

Either

2700

1200 1200


Ground Level


Inspection eye

Sewer MainDN 225 or DN 150

Junction SP-SO 45°225 x 150 or 150 x 150

BendDN 150 x 45°

Sealed inspection / rodding eye.


BendDN100 x 45°



45° DN100 Junction



Reducer150 x 100

Boundary

footp

ath

Kerb

Boundary

min. 500

min. 300

400

0.5 to 1m

0.5 to 1m

Boundary

Cap end of pipe

Cap end of pipe

PLAN

SECTION X - X

APR 02

REVISION


CREATED

AMENDED SCALE

NOT TO


JAN 2015

BWITH RAMPED RISER

HOUSE CONNECTION M3.13

Boundary

500 min.

700 to 1.6

0

100

cap. Sealed

or preformed y for new construction.Factory saddle for connection to existing

gradePipe laid at minimum

APR 02

REVISION


CREATED

AMENDED M3.14SCALE

NOT TO

CONNECTION LOCATIONS


JUNE 15

B

L

LimitLimit

FlowFlow

Boundary

Boundary

the limits above.

Connections preferably located in front of a property and within

NOTE:

45°45°

C Service

0.5 to 1m0.5 to 1m

Access ChamberAccess Chamber

APR 02

REVISION


CREATED

AMENDED

A


M3.15SCALE

NOT TO

TO KERB AND CHANNELSINGLE STORMWATER CONNECTION

JAN 2015

AN

D E

PO

XY M

OR

TA

RD I

N P

LA

CE

AF

TE

R K

ER

B A

ND C

HA

NN

EL H

AS B

EE

N P

OU

RE

D

KE

RB A

DA

PT

OR T

O B

E P

LA

CE

D I

MM

EDIA

TE

LY

1%

Boundary

*

Varies

PR

OP

ER

TY

PRIV

AT

E

500

150

125

Epoxy m

ortar.

Sa

wcut.

fro

m private pro

perty.

DN 1

00 pipe o

utlet

boundary

locate

d inside

pipe a

daptor

DN 1

0 P

VC

inside pipe a

daptor

This e

nd of

RH

S to fit

to kerb a

daptor.

connection fro

m b

oundary

100 x 7

5 x 3

mm g

alvanised R

HS

to fit closely o

ver

RH

S e

nds.

Stainless ste

el joinin

g b

and

kerb a

daptor, 2

50

mm long.

100 x 7

5 x 3

mm g

alvanised R

HS

to m

atc

h kerb face profile.

End of kerb a

daptor angle

d

RO

AD R

ES

ER

VE (

BE

RM)

REVISION


CREATED

AMENDED

A


SCALE

NOT TO

TO KERB AND CHANNELDOUBLE STORMWATER CONNECTION

JAN 2015

JAN 2015

M3.16

1%*

500

150

150Ø

600Ø Chamber

150Ø

600Ø Chamber

150Ø

Boundary

Boundary

Kerb

Kerb

PROPERTY

PRIVATE

(BERM)

ROAD RESERVE

Chamber600Ø

and epoxy mortared in placeafter kerb and channel has been poured Kerb adaptor to be placed immediately

Varies

Boun

dary

125

Epoxy mortar.

Sawcut.boundarylocated insidepipe adaptorDN100 PVC

inside pipe adaptorThis end of RHS to fit

to kerb adaptor.connection from boundary

100 x 75 x 3mm galvanised RHS

to fit closely over RHS ends.Stainless steel joining band

kerb adaptor, 250mm long.100 x 75 x 3mm galvanised RHS

to match kerb face profile.End of kerb adaptor angled

Bubble up Sump

PLAN

ISOMETRIC EXPLODED VIEW

ELEVATION

APR 02

REVISION


CREATED

AMENDED SCALE

NOT TO

SCHEMATIC ARRANGEMENTSEWERAGE PUMP STATION:


JAN 2015

B

M3.17

PUMP STATION

Influent

Influent

connection.Scour and or emergency

Station valve.

to allow complete isolation.clear of pump stationIsolation valves

emergency pump.

sump for temporarysuitable as pumpIsolation manhole

Reflux valve.Isolating valve.

REVISION


CREATED

AMENDED

APR 02

SCALE

NOT TO

PIPE JOINTS AT PUMP STATIONS


JAN 2015

B

M3.18

STATIONPUMP

200 min.

Pump station wall

Puddle flange

Flexible joint

Inlet or outlet pipe.

500min.

submitted for approvalMaterial type to beRigid Pipe:

500

REVISION


CREATED

AMENDED

JUL 07


SCALE

NOT TO

M3.19SEWER

INSPECTION BOXJAN 2015

B

215

5

5 5

5

35

395

55

300

35

3. All plan dimensions nominal

2. Letters and pattern to be raised 3mm

but shall be metal in carriageways

high density polyethylene (black) in berms

1. Inspection and valve box material shall be

NOTES:

250 nom.

250

345 nom. 2525

75

SECTION A - A

PLAN

REVISION


CREATED

AMENDED

A

JUL 07


M3.20SEWER

INSPECTION BOX DETAILSJAN 2015 SCALE

NOT TO

250

36

35

SECTION A - A LID

215

Plan dimensions nominal3.

to under side of lid (black)

galvanised bar to be attached

2. 100mm long x 5mm diameter

high density polyethelyene

Inspection box material shall be1.

NOTES:

SECTION B - B LID

215 nom. 5

250

5

250 nom.25 25

35

5

75

5

45

180

SECTION B - B

250 nom.

215 n

om.

5

5

5

35

PLAN UNDERSIDE OF LID

APR 02

REVISION


CREATED

AMENDED SCALE

NOT TO


OPEN CHANNEL CROSS-SECTIONJAN 2015

B

lateral spread during seismic events.

geotechnic recommendations, to mitigte the effects of

Note: In certain situations profiles may be amended in line with

M3.21

widthDesign

MINIMUM BERM REQUIREMENTS

The minimum width shall be 6.0 metres.with gradients 1 in 5 or flatter.

Alternative with one or both sides

6.0

6.0

6.0

6.0

6.06.0

widthDesign

6.0min.

1 in 5 or flatter.

GL

NOV 07

REVISION


CREATED

AMENDED DIMENSIONSEASEMENT SCALE

NOT TO


Case (a)

of 2.0m.

This gives an easement width of 1.95m which is almost the same as the Code requirement

pipe to the side of the foundation is a minimum of 975mm.

line from the side of a trench required to maintain the pipe, a distance from the centre of the

order of 900mm deep. Given those dimensions and the need for the foundation to meet the 45°

In essence the normal house foundation is 300mm deep and a Sewer connection will be in

JAN 2015

B

Stormwater) is less than 1.0m to invert.

to another may be reduced to 2.0m where the service (Water, Sewer or

Easements for privately owned service connections that pass from one allotment(b)

0.4m with the service laid in the center. The minimum width shall be 3.0m.

A width equal to twice the depth to invert plus the diameter of the pipe plus(a)

Easement or reserve widths for pipes shall be:

Easement for Services

M3.22

Case (b)2.55

975

1.95

375

750

900

45°

B = pipe dia. +400mm

Easement width = 2A+B (or 3.0min.)

A = depth to invert

B

300

NOV 07

REVISION


CREATED

AMENDED METHODTEST HYDROSTATIC M3.23

TESTING DRAINS

HYDROSTATIC TESTING


JUNE 15

B

For all other purposes the ground water level shall be located.

exceeding 6.0m above the low end.

For general purposes water in a standpipe shall be 1.5 metres above ground level, but not

Hydrostatic testing of flexible pipelines shall conform to Clause 6.4.4 of AS/NZS 2566.2 : 2002.

0.5 litres / hour / metre length / metre diameter

SCALE

NOT TO

might damage the pipe.

In carrying out this test, no portion of the sewer is to be subjected to an excessive pressure which

The head on the pipe during the test shall not vary more than 75mm.

In order to pass the test the amount of leakage shall not exceed:-

The test shall then be applied and the leakage shall be measured for at least 2 hours.

level shall be checked, and if any drop in level has occurred it shall be made good.

made good before the actual testing period commences. The minimum head of 1.5m above ground

period the plugs or bulkheads and the joints shall be carefully examined, and any points of leakage

allow any absorption, and to allow the dissipation of air from any air pockets. During this absorption

The water in the sewer shall be allowed to stand under pressure for a sufficient length of time to

the sewer shall be used.

Fresh water shall be used for filling the sewers. An approved method of checking the pressure in

with water so that there is a minimum head of 1.5m of water above ground level at every point.

The section to be tested shall be sealed off by means of watertight plugs or bulkheads and filled

Engineer, and be tested in suitable lengths using a pressure equal to 2.0m head of water. (20kPa)

All pipes, branches and connections shall be tested by the Contractor, in the presence of the

1.5

BendDN100 x 45°

Test Waterlevel (TWL)

Sewer PipeDN225 PVC

monitoring water level during testingPut indelible mark at TWL for Hopper or gulley

shaft (ensure water tight seal)Connect standpipe to riser

Tight fitting cap



DN100x 45° Bend

Testing pipe.

ground level after testing.Sealed 400mm above

REVISION


CREATED

AMENDED

ASIZED WASHDOWN FACILITY

PLAN SCHEME FOR SMALL TO MEDIUM SCALE

NOT TO


See M3.28 for Section

APR 10

APR 09

M3.24

N.C.C.

FA

LL

FALL

FALL

FA

LL

Su

mp

pu

mp c

ha

mber

Manhole o

ver

sized to s

uit installation.

pipe to P

um

p C

ha

mber

100

mm minim

um c

onnection

A

M3.2

5

washdo

wn w

ater supply.

Sole

noid valve c

ontrollin

g

to Storm

water.

100

mm I

D Pipe c

onnecte

d

to fall to s

um

p.

Wash d

ow

n are

a slo

ped

50

mm I

D pipe c

onnecte

d se

wer

switch

& p

ush b

utton

for pu

mp tim

er

Control box

REVISION


CREATED

AMENDED

A

MAR 09

SIZED WASHDOWN FACILITYSECTION SCHEME FOR SMALL TO MEDIUM

SCALE

NOT TO


APR 10 M3.25

Su

mp

Gro

und slo

pin

g to

wards s

um

p

Pu

mp

Manhole

CL

CL

of a b

utton

1 h

our on p

ush

Set to say

Pu

mp Tim

er

Push

button

Po

wer fe

ed to

pu

mp c

ontrol

Washdo

wn W

ater Supply

To S

ole

noid V

alue c

ontrollin

g

600 Ø c

ha

mbers

100

mm I

D pipe

Level

Pu

mp O

N

Discharg

e to se

wer

Discharg

e to storm

water

Pu

mp

Cha

mber

Su

mp

Cha

mber

rises a

bove this p

oint

when w

ater le

vel

to w

ashdo

wn s

ole

noid value

- Float at this level opens rela

ychanges to Storm

water

Mode

Level at

whic

h s

yste

m

500 min

when p

um

p fails

in storm

water

mode or

supply (conta

cts o

pen)

when

Shuts off w

ashdo

wn w

ater

Storm

water

mode rela

y

installation

suit size of

Size a

djuste

d to

100

inflo

w fro

m w

ash d

elivery

sized to m

atc

h m

axim

um

Pu

mp & discharg

e pipe

work

Level

Pu

mp O

FF

50

mm I

D pipe

100

mm I

D pipe

to storm

water

the s

offit of th

e o

utlet pipe

se

wer is to b

e hig

her th

an

Invert of discharg

e pipe to

cleaned

or channel th

at can b

e e

asily

separate silt trap c

ha

mber

size of this are

a b

y installin

g

necessary to incre

ase the

installations it

may b

e

Silt trap are

a. For larg

er




M4. STANDARD DETAILS – WATER SUPPLY


M4.1 Water Reticulation Layout : Tee Intersection No. 1

M4.2 Water Reticulation Layout : Tee Intersection No. 2

M4.3 Water Reticulation Layout : Cross Intersection

M4.4 Water Reticulation Layout : Cul-De-Sac

M4.5 Connection of Rider Main to Principal Main – Cul-de-sac

M4.6 Connection of Rider Main to Principal Main – Tee Intersection

M4.7 Connection of Rider Main to Principal Main – Cross Intersection

M4.8 Service Connection Detail

M4.9 Watermain Thrust Blocks

M4.10 Bend in Horizontal

M4.11 Tee Anchorage

M4.12 Closed End

M4.13 Fire Hydrant Installation

M4.14 Line Valve Installation

M4.15 Fire Hydrant Box

M4.16 Fire Hydrant Box Details

M4.17 Valve Box

M4.18 Valve Box Details

M4.19 Toby Box Details

M4.20 Hydrant Surround (Concrete)

M4.21 Valve Surround (Concrete)

M4.22 Manifold Box

M4.23 Manifold Box Details

M4.24 Backflow Preventer Assembly

M4.25 Irrigation Hose Tap Specification

M4.26 Air Valve Detail

M4.27 Trench Detail – Water Supply

REVISION


CREATED

AMENDED

B

Apr 02

Jan 2015 SCALE

NOT TO

TEE INTERSECTION No.1

WATER RETICULATION LAYOUT M4.1

Rider Main

Principal Main

Sluice Valve

Wheel Valve

LEGEND

Footpath

Footpath

Kerb Line

Boundary

Kerb Line

Boundary

Principal Main

Principal Main

Rider Mains

600m maximum to next isolating valve

600m maximum

REVISION


CREATED

AMENDED

B

Apr 02

Jan 2015 SCALE

NOT TO

TEE INTERSECTION No. 2


Footpath

Footpath

Rider Main

Principal Main

Boundary

Kerb line

Rider Main

Boundary

Kerb line

Principal Main

600m max.

Principal Main

Rider Main

Sluice Valve

Wheel Valve

LEGEND

REVISION


CREATED

AMENDED

B

Apr 02

Jan 2015 SCALE

NOT TO

CROSS INTERSECTION


Footpath

Footpath

Boundary

Rider Mains

Kerb line

Kerb line

Boundary

Principal Main

Principal Main

Rider Main

Sluice Valve

Wheel Valve

LEGEND

REVISION


CREATED

AMENDED

B

Apr 02

Jan 2015 SCALE

NOT TO

CUL-DE-SAC


Principal Main

Rider Main

Sluice Valve

Wheel Valve

Fire Hydrant

ConnectionService

LEGEND

Refer to M4.5

REVISION


CREATED

AMENDED

B

Apr 02


Jan 2015 SCALE

NOT TO

TO PRINCIPAL MAIN - CUL DE SAC

CONNECTION OF RIDER MAIN M4.5

600

max.

Terminal Fire H

ydra

nt.

top of

wheel.

exte

nd b

elo

wP

VC pipe to

Polyeth

yle

ne Rider

Main.

hydra

nt box a

nd s

urrounds.

Pipe p

ulled clear of

or similar

Elo

ngate

d gibault joint

1m minim

um

0.5

m m

axim

um

REVISION


CREATED

AMENDED

B

Apr 02

Jan 2015 SCALE

NOT TO

TO PRINCIPAL MAIN - TEE INTERSECTION


top of wheel valve.PVC pipe to extend below

or other approved.Elongated gibault joint

Principal Main.

REVISION


CREATED

AMENDED

B

Apr 02

Jan 2015 SCALE

NOT TO

TO PRINCIPAL MAIN - CROSS INTERSECTION


top of wheel valvePVC pipe to extend below

or other approved Elongated gibault joint

Principal Main.

REVISION


CREATED

AMENDED

B

Apr 02


Jan 2015 SCALE

NOT TO

SERVICE CONNECTION DETAIL M4.8

Boundary

250 50 cover+-

Carriageway.

Kerb and Channel.

footpath

manifold.

Watermain

750 min. cover

1800

from boundarymax. 300mm

min. 150

Ground Level

600 min. cover

see detailStandard manifold box

STANDARD MANIFOLD DETAIL

REVISION


CREATED

AMENDED

B

Apr 02


Jan 2015 SCALE

NOT TO

WATERMAIN THRUST BLOCKS M4.9

Dimensions L and H should be sized specifically.

L may be up to 1.4 times H. C should generally be approximately 50% of L.

1.

2.

3.

Thrust block concrete should be kept clear of all pipe joints and should not encase

beyond the point of max pipe diameter.

Uplift thrusts do not develop soil bearing pressure in this way and they must be

designed specifically.

For uplift thrusts the total thrust must be held by the mass of the thrust block and

galvanised steel tension straps shall be used to hold the pipe to the thrust block.

4.

5.

Y Y

XX

LL

Equal

Equal

H

C

60°

Angle of bend

60°

C

Equal

Equal

H

be kept clear of jointsConcrete always to

Concrete always to be kept clear of joints

fot THRUST BLOCK measurementsThe internal dia. of this pipe to be used

All unbalanced forces to be restrained

All bolts shall be positioned such that bolts could be replaced.

All bearing faces of the thrust blocks to be poured against natural ground.

6.

PLAN

SECTION X-X

SECTION Y-Y

PLAN

Notes:

HORIZONTAL BEND

TEE OR END CAP

REVISION


CREATED

AMENDED

A

Apr 02

April 10 SCALE

NOT TO

BEND IN HORIZONTAL M4.10

Undisturbed Soil

Concrete thrust block

Socketed rubber ring joint fittings may be used

NOTE

KEY

REVISION


CREATED

AMENDED

A

Apr 02

April 10 SCALE

NOT TO

TEE ANCHORAGE M4.11

NOTE


Undisturbed soil


KEY

REVISION


CREATED

AMENDED

A

Apr 02

April 10 SCALE

NOT TO

CLOSED END M4.12

Undisturbed soil


NOTE


KEY

REVISION


CREATED

AMENDED

B

Apr 02


Jan 2015 SCALE

NOT TO

FIRE HYDRANT INSTALLATION M4.13

MAINMAIN

300 min.

TALL OR MEDIUM HYDRANT

min.

Sub-base

Basecourse

200

in direction of main)Fire hydrant lid (lid orientated in

25mm Ashphaltic concrete

Saw cut

surfaceExisting sealed

road crossfall sloperisers if required to achieveMortar between these two

max. = 400mmmin. = 100mm

possibleMinimum 3 whereConcrete risers

compacted metal100mm thick

M4 BasecourseCompacted

Risers to suit site conditions

Top of spin

dle

REVISION


CREATED

AMENDED

A

Apr 02


April 10 SCALE

NOT TO

LINE VALVE INSTALLATION M4.14

min.

Basecourse

Sub-Base

thrustdesign

over 300 min.Feathered surface

forAs req'd

length as shown to protect the spindlePVC pipe shall be installed and cut toFor deep valves, a 150mm (minimum)

200 min 500 min

200

(lid in direction of pipe)N.C.C approved valve box lid

25mm Asphaltic concrete

Saw cut


Puddle flangefrom API linepipefabricatedSteel special

basecourseCompacted M4



minimum 2Concrete risers

compacted metals100mm thick

REVISION


CREATED

AMENDED

A

Apr 02


April 10

and the Utilities Access ActSurface cover and frame to comply with AS 3996 (Class D)

Maximum sizes taken from NZS 4522:2010

SCALE

NOT TO

FIRE HYDRANT BOX M4.15

FH

40413 13

150

4244642

13

30 30

39532

20

13

530

380

30

40

1050

380

70 min.

B

A

B

A

REVISION


CREATED

AMENDED

A

Apr 02


April 10 SCALE

NOT TO

FIRE HYDRANT BOX DETAILS M4.16

SE

CTIO

N A - A LID

SE

CTIO

N B - B LID

PL

AN - U

ND

ER

SID

E O

F LID

SE

CTIO

N B - B

398

25

157

30

157

25

394

20

12

398

250

25

25 25

10

40

30

42

296

42

150

254

13

13

247

30

13

250

12

222

12

245

230 min.

A

B B

A

REVISION


CREATED

AMENDED

A

Apr 02


April 10 SCALE

NOT TO

VALVE BOX M4.17

SVNAPIER

SECTION A - A

PLAN

340

385

4030540

30 30

1125311

245

225

11

25

11

12

18011

30

22

28

20

3

70 min. AA

B

B

REVISION


CREATED

AMENDED

A

Apr 02

Jun 07


SCALE

NOT TO

VALVE BOX DETAILS M4.18

SE

CTIO

N A - A LID

SE

CTIO

N B - B LID

SE

CTIO

N B - B

PL

AN U

ND

ER

SID

E O

F LID

250

243

200

193

8

15

25

200

250

11

11

6

30

35

30

30

40

260

40

175

195

203

11

11

11

11

REVISION


CREATED

AMENDED

A

Apr 02

Jun 07


SCALE

NOT TO

TOBY BOX DETAILS M4.19

LID

SECTION

PLAN

120

12

12

3014030

2525

100

712277

7

200

200

94

92

6

requires specific approval.is restricted andUse of these boxes

REVISION


CREATED

AMENDED

A

Apr 02

Jun 07


SCALE

NOT TO

HYDRANT SURROUND (CONCRETE) M4.20

400 100 ± 10

100 ± 1

0250

100 ± 1

0

Wire reinforcing.

20MPa at 28 days

REVISION


CREATED

AMENDED

A

Apr 02

Jun 07


SCALE

NOT TO

VALVE SURROUND (CONCRETE) M4.21

70 ± 1

0200

100 ± 1

0

70 ± 10200

Wire reinforcing.

20MPa at 28 days

REVISION


CREATED

AMENDED

B

Apr 02


Jan 2015 SCALE

NOT TO

MANIFOLD BOX M4.22

215

2505 5

2534525

300

395

55

250

5

30

min

Polyethylene boxes not to be used in carriageways4.

Covers to be painted blue or left black3.

Letters and pattern to be raised 3mm2.

high density polyethylene.Manifold box material shall be1.

NOTES:

B

B

AA

SECTION A - A

PLAN

REVISION


CREATED

AMENDED

A

Apr 02


April 10 SCALE

NOT TO

MANIFOLD BOX DETAILS M4.23

250

6

3

35

215

250

215

35

215

55

35

25

250

25

45

75

5

250

5

5

5

5

Galvanised b

ar.

Galvanised b

ar.

180

in carria

ge

way.

3. Polyeth

yle

ne n

ot to b

e used

to u

nder side of lid.

galvanised b

ar to b

e attached

2.1

00

mm long x 5

mm dia

meter

hig

h d

ensity p

olyeth

yle

ne

1.M

anifold b

ox m

aterial shall b

e

NO

TE

S:

SE

CTIO

N B - B LID

SE

CTIO

N A - A LID

PL

AN U

ND

ER

SID

E O

F LID

SE

CTIO

N B - B

REVISION


CREATED

AMENDED

B

Mar 10


Jan 2015 SCALE

NOT TO

BACKFLOW PREVENTER ASSEMBLY M4.24

FL

OW

ME

TE

R

Vent

M & F elb

ow.

FL

OW

Gate valve.

Strainer.

or similar

MA

C U

nio

ns

or double c

heck valves

R.P.Z.

Back flo

w pre

venter

Resilie

nt seate

d valve.

300min.

100

min. 300 wide

REVISION


CREATED

AMENDED

B

Mar 10


Jan 2015 SCALE

NOT TO

HOSE TAP SPECIFICATION M4.25

Finished Soil Level

0.5

0min

Pipe clamps

Copper or polyethylene pipe

300

min

Manifold with meter

Concrete around post

100 x 100 H3 Post.

100 x 100 H3 Post via wingback"Lockshield" tap screwed to

Compacted Metal Base

Finished Ground Level

MetalMixed

Compacted

300 min clear

Around PipeEpoxy Mortar

DN 80 Isolating Valve

Double or Single Air Valve

conditions on sitebe required depending onConcrete Base may not

600dia. Manhole Lid

200min.

REVISION


CREATED

AMENDED

B

Jan 2015

April 10

SCALE

NOT TO

AIR VALVE DETAIL M4.26


D

Nominal Pipe Diameter Trench Widths

250 mm - 300 mm

150 mm - 200 mm

20 mm - 100 mm

0.55 m - 0.90 m

0.45 m - 0.80 m

0.40 m - 0.75 m

Water Supply - Clause G1.17/G2

REVISION


CREATED

AMENDED

B


June 15

April 10

SCALE

NOT TO

M4.27WATER SUPPLY PIPES

TYPICAL TRENCH DETAIL -

Topsoil in layers not exceeding 150mmTNZ M/4 AP40 compacted to 98% MDD

Trench width as per table

150

Minim

um c

over (s

ee cla

use G

1.1

7)


Road resurfacing

100 (

min.)

100 (

min.)

300 (

max.)

In Grassed Areas

be determined by the Design Engineer.

Any specific trench fill requirements shall●

NOTE

not exceeding 200mmcompacted in layers

Selected backfill

In Existing Carriageway

layers not exceeding 150mmmaterial compacted to 95% MDD inAP65 or other approved imported

Not to extend more than 300mm above pipeclean rounded granular mix.Bedding and surround material 5-14mm




M5. STANDARD FORMS: ROADING

Page No. Description

Appendix M5.1 Pavement Information Sheet

Appendix M5.2 RAMM Update : Surfacing Information

Appendix M5.3 RAMM Update : Pre-seal Repairs Pavement Information

Appendix M5.4 RAMM Update : Pavement Marking

Appendix M5.5 Schedule 1C : Certificate upon Completion of Land Development / Subdivision

Work

Appendix M5.6 Roading Inspection and Testing Schedule




M6. DRAUGHTING SYMBOLS AND CODES


M6.1 Standard Symbols and GIS Codes

REVISION


CREATED

AMENDED

A

Jul 01

M6.1N.T.S

SCALE

POINT DESCRIPTION:

Watermain swabbing point

Edge of seal

Points along kerb line

Points along water main

Water meter

Water toby

Fire hydrant

Water valve

Stormwater lateral

Stormwater drainage to kerb

Sump

Stormwater manhole

Wastewater lateral

Wastewater drainage manhole

SYMBOLS: Proposed

LINE TYPES:

Gas

Telecom

Power

Water

Stormwater

Sewer

STANDARD DRAUGHTING SYMBOLS

Existing

G.I.S POINT CODES

WMSP

EOS

KERB

WMAIN

WMETER

TOBY

FH

VALVE

SWLAT

SWTK

SUMP

SWMH

SSLAT

SSMH

STANDARD SYMBOLS & G.I.S CODES

Watermain swabbing point

Toby

Power pole/Street light

Hydrant

Valve

Sump

Manhole

March 2015




M7. GLOSSARY OF STANDARDS / GUIDANCE NOTES

Issuer Number Year Title

AS 1628 1999 Water Supply: Metallic Gate, Globe, and Non-Return Valves

AS 1722.1 1975 Pipe Threads of Whitworth Form - Sealing Pipe Threads

AS 1722.2 1975 Pipe Threads of Whitworth Form - Fastening Pipe Threads

AS 2345 2006 Dezincification Resistance of Copper Alloys

AS 2638.2 2011 Sluice Valves for Waterworks Purposes Part 2 Resilient Seated

AS 4087 2004 Metallic Flanges for Waterworks Purposes

ASME B 16.9 2004 Wrought Steel Butt-Welding Fittings

AS/NZS 1158 2005 Road Lighting

AS/NZS 1254 2010 PVC Pipes and Fittings for Stormwater and Surface Water Applications.

AS/NZS 1260 2009 PVC-U Pipes and Fittings for Drain, Waste and Vent Applications

AS/NZS 1477 2006 PVC Pipes and Fittings for Pressure Applications

AS/NZS 1546.1 2008 On-Site Domestic Wastewater Treatment Units, Part 1: Septic Tanks

AS/NZS 1547 2012 On-Site Domestic Wastewater Management

AS/NZS 1646 2007 Elastomeric Seals for Waterworks Purposes

AS/NZS 2041.4 2010 Buried Corrugated Metal Structures, Part 4: Helically formed sinusoidal

pipes

AS/NZS 2032 2006 Installation of PVC Systems

AS/NZS 2033 2008 Installation of Polyethylene Pipe Systems

AS/NZS 2280 2004 Ductile Iron Pipes and Fittings

AS/NZS 2566.1 1998 Buried Flexible Pipelines: Part 1 - Structural Design

AS/NZS 2566.2 2002 Buried Flexible Pipelines: Part 2 - Installation

AS/NZS 2845.1 2010 Water Supply-Backflow Prevention Devices: Part 1: Materials, Design and

Performance Requirements

AS/NZS 2845.2 2010 Water Supply-Backflow Prevention Devices Part 2: Air Gaps and Break

Tanks

AS/NZS 2845.3 2010 Water Supply-Backflow Prevention Devices Part 3: Field Testing and

Maintenance

AS/NZS 3500.1 2003 National Plumbing and Drainage Code Part 1 – Water Services

AS/NZS 3518 2004 ABS Compounds, Pipes and Fittings for Pressure Applications

AS/NZS 3725 2007 Design for Installation of Buried Concrete Pipes

AS/NZS 3879 2011 Solvent Cements and Priming Fluids for PVC (PVC-U and PVC-M) and ABS

Pipes and Fittings

AS/NZS 4058 2007 Precast Concrete Pipes (Pressure and Non-Pressure)".

AS/NZS 4129 2008 Fittings for Polyethelene (PE) Pipes for Pressure Applications

AS/NZS 4130 2009 Polyethylene (PE) Pipes for Pressure Applications

AS/NZS 4131 2010 Polyethylene (PE) Components for Pressure Pipes and Fittings

AS/NZS 4455.1 2008 Masonry Units, Pavers, Flags, and Segmental Retaining Wall Units

Part 1: Masonry Units

AS/NZS 4455.2 2010

Masonry Units, Pavers, Flags, and Segmental Retaining Wall Units

Part 2: Pavers and Flags

AS/NZS 4455.3 2008

Masonry Units, Pavers, Flags, and Segmental Retaining Wall Units

Part 3: Segmental retaining Wall Units

AS/NZS 4519 1977 Abrasive Grains - Determination of Capilliarity

AS/NZS 4680 2006 Hot-Dip Galvanised (Zinc) Coatings of Fabricated Ferrous Articles




Issuer Number Year Title

AS/NZS 4765 2007 Modified PVC (PVC-M) Pipes for Pressure Applications

ASTM A106.99e 1999 ASTM A106-99e1 Grade B Schedule 40 (API Line Pipe).

BS 21 1985 Pipe Threads for Tubes and Fittings

BS 2799 1986 Specification for Pipe Threads for Tubes and Fittings where Pressure-

Tight Joints are Not Made on the Threads

BS EN 598 2007 Ductile Iron Pipes, Fittings, Accessories and their Joints for Sewerage

Applications - Requirements and Test Methods

BS EN 1982 1999 Copper and Copper Alloys, Ingots and Castings

BS EN 14364 2006 Plastic Piping Systems for Drainage and Sewerage With or Without

Pressure

ISO 4064 2014 Water meters for cold potable water and hot water

OIML R-49 2013 Water meters for cold potable water and hot water

NZS 3103 1991 Specification for Sands for Mortars and Plasters

NZS 3104 2003 Specification for Concrete Production

NZS 3106 2009 Code of Practice for Concrete Structures for the Storage of Liquids

NZS 3109 1997 Concrete Construction

NZS 3114 1987 Concrete Surface Finish

NZS 3116 2002 Concrete Segmental Paving (Part 2 superseded by AS/NZS 4455)

NZS 3124 1987 Concrete for Small Works

NZS 3501 1976 Specification for Copper Tubes for Water, Gas, and Sanitation

NZS 4121 2001 Design for Access and Mobility - Buildings and Associated Facilities

NZS 4402 1986 Methods of Testing Soils for Civil Engineering Purposes

NZS 4406 1986 Helical Lock-Seam Corrugated Steel Pipes - Design and Installation

NZS 4431 1989 Code of Practice for Earth Fill for Residential Development

NZS 4442 1988 Welded Steel Pipes and Fittings for Water, Sewage and Medium Pressure

Gas

NZS 4522 2010 Underground Fire Hydrants

NZS 7601 1978 Specification for Polyethylene Pipe (Type 3) for Cold Water Services

NZS 7602 1977 Specification for Polyethylene Pipe (Type 5) for Cold Water Services

NZS/AS 3725 2007 Design for Installation of Buried Concrete Pipes (and

Supplement/Commentary to NZS AS 3725)

TNZ B/2 2005 Construction of Unbound Granular Pavement Layers

TNZ F/1 1997 Specification for Earthworks Construction

TNZ F/2 2008 Specification for Pipe Subsoil Drain Construction

TNZ F/3 2010 Specification for Pipe Culvert Construction

TNZ M/1 2011 Specification for Roading BItumens

TNZ M/3 1986 Sub-base Aggregate

TNZ M/4 2006 Basecourse Aggregate

TNZ M/6 2011 Sealing Chip

TNZ M/7 2009 Roadmarking Paints

TNZ M/10 2005 Asphaltic Concrete

TNZ P/3 1995 First Coat Sealing

TNZ P/4 1995 Resealing

TNZ P/9 1975 Construction of Asphaltic Concrete Paving

TNZ P/12 2000 Pavement Marking




M8. SUBJECT INDEX

DESCRIPTION ASSET / ACTIVITY SUBJECT CLAUSE

Acceptance of Installation Utility Services Cable Services K1.6

Access Chambers Wastewater Design H1.10

Wastewater Construction H2.11 / 2.16

Stormwater Design I1.14

Stormwater Construction I2.10

Anti-Scour Blocks Water Supply Design G1.11

Wastewater Design H1.5.2

Apartment Complexes Residential Subdivisions Design J2

Application of Specifications Earthworks Construction E2.3

Approvals Water Supply Design G1.3

Wastewater Design H1.3


Approved Construction Drawings Wastewater Construction H2.2

As-Built document requirements Earthworks Construction E2.12

Roading Construction F2.15

Water Supply Construction G2.14

Wastewater Construction H2.17


As-Built Information Requirements Roading General M1.5

Stormwater General M1.4

Wastewater General M1.3

Water Supply General M1.2

As-Built Plans Requirements All General M1.1

Assessment Criteria Subdivision /Land Development Resource Management A8

Asset Valuation Format Subdivision /Land Development Resource Management Appendix A1

Backfilling Stormwater Construction I2.13

Backfilling of Trenches Wastewater Construction H2.14

Backflow Effects Stormwater Design I1.13

Batters - General Roading Design E1.8

Batters: Blending Earthworks Design E1.10

Batters: Filling Earthworks Design E1.8

Batters: Surface protection Earthworks Design E1.11

Batters; Cutting Earthworks Design E1.9

Benchmarks Roading Construction F2.12.4

Berms and Trees Roading Construction F2.11

Blending of Batters Earthworks Design E1.10

Cable-type Services Utility Services Design K1

Car Parking Roading Design F1.13

Catchments Stormwater Design I1.7

CCTV Wastewater Construction H2.15





Code Overview Code Overview All D1, D2

Communal Water Supplies Water Supply Design G1.20.4

Completion Documentation All General M1.6

Completion of Earthworks Earthworks Construction E2.1

Concrete and mortar Stormwater Design I1.21.4

Connections Wastewater Design H1.9




Connections (Subdivisions) Stormwater Design J1.4

Connections to City supply Water Supply Construction G2.13

Consents for Connection Water Supply Design G1.3


Stormwater Consents for Connection I1.3

Construction Monitoring Engineering Performance Criteria Engineering Performance B7

Construction of Fills Earthworks Construction E2.9

Construction Report Earthworks Construction E2.11

Construction Requirements Engineering Performance Criteria Engineering Performance B6

Contamination of pipes Wastewater Wastewater H2.9


Control of Wastewater Flows Wastewater Wastewater H2.5

Control of Water Water Supply Construction G2.5



Controlled Activities Land Development Resource Management A 6.1

Cover to Pipes Water Supply Design G1.18

Wastewater Design H1.5.1

Stormwater Design I1.17.1

Cut batters Earthworks Design E1.9

Definitions, Background, Scope Code Definitions Resource Management A1 - A3

Design Engineering Performance Criteria Engineering Performance B5

Design & Flow Wastewater Design H1.4

Design and Flow requirements Wastewater Design H1.4

Design parameters Wastewater Design H1.11

Design pressures Water Supply Design G1.6

Design Return Periods Stormwater Design I1.4

Design Standards Roading Engineering Standards Appendix C1

Design Standards Roading Design Table F-1

Design Standards Water Supply Design G1.5

Discretionary Activities Subdivision / Land Development Resource Management A6.3

Disinfection Water Supply Construction G2.12





Disposal Wastewater Design H1.16

Drainage / Silt Control Stormwater Construction E2.6

Draughting Symbols and GIS Codes All General M6

Dust Control Earthworks Construction E2.7

Earthworks Engineering Performance Criteria Engineering Performance B8

Residential Subdivisions Design J1.2

Engineering Standards Engineering standards C5.5

Easements Stormwater Easements C5.4.3/4

Wastewater Engineering Standards C5.4.3 / 5.4.4

Water Supply Engineering Standards C5.4.3 / 5.4.4

Subdivisions Design J1.4

Electrical Utility Services Cable Services K1.3

Electrical Plant Utility Services Cable Services K1.5

Electrical Power Engineering Performance Criteria Engineering Performance B16

Engineering Approval Requirements Subdivision / Land Development Documentation A7.2.5

Engineering Performance Criteria: Engineering Performance Criteria Engineering Performance B1 & 2

Environmental Outcomes Engineering Performance Criteria Engineering Performance B3

Esplanade Reserves Subdivision / Land Development Resource Management Appendix A4

& A5

Excavation Earthworks Construction E2.8

Fill Batters Earthworks Design E1.8

Fill densities Earthworks Design E1.7

Finished levels: Roads / Lots Roading Design E1.12

Fire Hydrant Location Water Supply Design G1.13

Flood Attenuation Stormwater Design I1.6

Flood Control Engineering Performance Criteria Engineering Performance B12

Flow Control Wastewater Construction H2.5

Flow Requirements Wastewater Design H1.4

Footpaths Roading Construction F2.8

Gas Engineering Performance Criteria Engineering Performance B18

Gas Plant & Pipeworks Utility Services Gas Reticulation K2.4

Gas Reticulation: General Utility Services Gas Reticulation K2.1

General Earthworks Construction E2.1

General / Definitions Engineering Standards Engineering Standards C1 / C2

General Criteria Engineering Performance Criteria Engineering Performance B4

General Requirements Water Supply Design C1.4

Geotechnical investigations Earthworks Design E1.3

Geotechnical Monitoring Earthworks Construction E2.5

Glossary of Standards / Guidance Notes All General M7

Infiltration Wastewater Design H1.14

Information Cabling Engineering Performance Criteria Engineering Performance B19

Information Cabling Utility Services Cable Services K1.3





Inlet and Outlet Structures Stormwater Construction I2.11

Inspection & Testing Schedule Roading Construction Appendix

M5.6

Inspections Roading Construction F2.14

Inspections by Council Water Supply Construction G2.3



Subdivision / Land Development Resource Management Appendix A2

Kerbs and Channels Roading Construction F2.9

Land and Building Sites Stormwater Design I1.4.2

Land Development: Flood Levels Stormwater Design I1.4.2

Land Development: Ponding & Floor

Levels Stormwater Design I1.1.3c

Land Suitability (Prof. opinion) Earthworks Resource Management A8, A9

Location of Wastewater Mains Wastewater Design H1.8

Lot drainage sumps Earthworks Design E1.12

Mail Boxes Residential Subdivisions Design J1.8

Mains Sizing Water Supply Design G1.8

Management Strategies (Objectives &

Policies) Subdivision / Land Development Resource Management A5

Mass Earthfills Earthworks Design E1.6

Material Condition Water Supply Construction G2.6

Materials Roading Design F1.11



Water Supply Design G1.19

Minimum Protection Criteria Stormwater Design I1.4

Minimum Requirements Subdivision & Land Development Engineering Standards C4

Individual Services & Utilities Engineering Standards C5

Multi-Storey Buildings / Apartment

Complexes Residential Subdivisions Design J2

Network Utilities and Services Engineering Standards Engineering standards C5.4

Non Public Accessways Engineering Performance Criteria Engineering Performance B10

Non Public Accessways Roading Design F1.12

Non Reticulated areas Water Supply Design: G1.20

Non-Reticulated Wastewater Systems Wastewater Engineering Performance B14

Objectives / Performance Criteria Earthworks Engineering Performance B8

Objectives / Performance Criteria Electrical Power Engineering Performance B16

Gas Reticulation Engineering Performance B18

Information Cabling Engineering Performance B19

Stormwater Engineering Performance B12

Telecommunications Engineering Performance B19

Roading Engineering Performance B9 - B11, B20

On-Lot Treatment and Disposal Wastewater Design H1.15

On-Site Access Engineering Standards Engineering standrads C5.7





Open channels Stormwater Design I1.12

Open Drains Stormwater Design I1.8

Other Utility Services Engineering Standards Engineering standrads C5.13

Ownership Transfer Agreement Subdivision / Land Development Resource Management App. A3

Pavement Structural Design Roading Design F1.7

Pipe Condition Wastewater Construction H2.6


Pipe Design Wastewater Design H1.12

Stormwater Design I1.11 / I1.17

Pipe Jointing Wastewater Construction H2.8


Pipe Laying Water Supply Construction G2.8


Stormwater Construction I2.6 / 2.7

Pipe materials Wastewater Design H1.13

Stormwater Design I1.21.1

Pipe Roughness and grades Wastewater Design H1.12

Pipe strength and bedding Stormwater Design I1.21.2

Pipe Suitability and Protection Criteria Wastewater Design H1.6

Pipe Supports / Anti-scour Blocks Water Supply Design G1.11

Piped Drains and Culverts Stormwater Design I1.11

Pipelaying requirements Water Supply Construction G2.8

Precast access chambers Stormwater Design I1.21.3

Primary Protection Wastewater Design I1.2

Private Ways, Formed Accessways,

Driveways Roading Design F1.12


Pumping of Stormwater Stormwater Design I1.18

Pumping Stations & Pressure Mains Wastewater Design H1.7

Rainfall Intensity Stormwater Design I1.10

Recreational reserves Engineering Performance Criteria Engineering Performance B23

Refuse Disposal Facilities Residential Subdivisions Design J1.7

Refuse Disposal Facilities Residential Subdivisions Design J2.4

Relative Road / Lot heights Stormwater Design E1.12

Reserves Engineering Standards Engineering standrads C5.12

Reservoirs (Storage) Water Supply Design G1.16

Reservoirs (Supply Pumps) Water Supply Design G1.17

Residential Subdivisions Residential Subdivisions Design J 1.1 – 1.8

Resource Consent Application Procedure Subdivisions Resource Management A7

Resource Issues Land Development Resource Management A4

Restricted Discretionary Activities Subdivision & Land Development Resource Management A6.2

Retention of supplies Water Supply Construction G2.7





Reticulated Wastewater Systems Engineering Performance Criteria Engineering Performance B13

Reticulation Utility Services Cable Services K1.4

Utility Services Gas Reticulation K2.3

Reticulation Layout Water Supply Design G1.10

Return Periods Stormwater Design I1.1.2

Road classifications Roading Design F 1.4 /1.5

Road Design Standards Engineering Standards Engineering Standards Appendix C1

Roading Design Table F-1

Road Design: Batter Protection / Trees Roading Design F1.6.20 /

1.6.21

Road Design: Benchmarks / Fencing Roading Design F1.6.31 -

1.6.32

Road Design: Berms Roading Design F 1.6.18

Road Design: Culverts & Bridges / Sumps Roading Design F1.6.27 -

1.6.28

Road Design: Curves / Intersections /

Roundabouts Roading Design F1.6.6 - 1.6.8

Road Design: Drains /Channels /Side

Drains Roading Design

F 1.6.23 -

1.6.25

Road Design: Kerb & Channel Roading Design F 1.6.22

Road Design: Lighting / Signs / Furniture Roading Design F1.6.29 -

1.6.30

Road Design: Network Utilities Roading Design F1.6.33

Road Design: Reverse Manoeuvring Roading Design F1.6.16

Road Design: RuralVehicle Crossings Roading Design F1.6.15

Road Design: Safety Barriers Roading Design F1.6.26

Road Design: Service Stations Roading Design F1.6.17

Road Design: Surfacing Roading Design F1.6.10

Road Design: Urban Vehicle Crossings Roading Design F1.6.14

Road Design:Bus-bays/ Pathways /

Cycleways Roading Design

F1.6.11 -

1.6.13

Road Design:Cul-de-sacs / Road

Surfacing Roading Design

F1.6.9 /

1.6.10

Road Design:Thresholds / Traffic

Calming Roading Design F1.6.13

Road Design:Widths / Speeds / Geometry Roading Design F1.6.3 - 1.6.5

Road Lighting Engineering Performance Criteria Engineering Performance B17

Roading Design F1.10

Road Lighting Roading Construction F2.13

Road Pavement Structural Design Roading Design F1.7

Road Signage Engineering Performance Criteria Engineering Performance B20

Road Standards Roading Design F1.6

Road Surfacing Roading Construction F2.7

Roading Materials Roading Design F1.11

Roads Engineering Performance Criteria Engineering Performance B9

Engineering Standards Engineering standrads C5.6

Roadside Trees Engineering Performance Criteria Engineering Performance B22

Roading Engineering Performance B22

Roading Design F2.11





Rules for Subdivision Land Developement Subdivision / Land Development Resource Management A6

Runoff calculations Stormwater Design I1.9

Rural roads: classification Roading Design F1.5

Rural Stormwater Stormwater Design I1.22

Rural Utility Services Residential Subdivisions Design J1.6

Safety Audit Roading Design F1.3

Roading Design F1.3

Secondary Flowpaths Stormwater Design I1.4.1

Secondary Protection (SW) Stormwater Design I1.1.3

Septic Tanks Wastewater Design H1.15

Service Connections Water Supply Design 1.15

Water Supply Design G1.9, 1.10

Water Supply Construction G2.9

Service Locations: Urban Residential Subdivisions Design J1.5

Service Main Location Wastewater Design H1.8

Services and Utilities Minimum requirements

C5

Services, Furniture, Benchmarks Roading Construction F2.12

Setting Out requirements Water Supply Construction G2.2



Sewage Pump Stations and Pressure

Mains Wastewater Design H1.7

Small scale earthworks Earthworks Design E1.13

Solid Waste Management Subdivision / Land Development Resource Management See A6; A7; A8

Engineering Performance Criteria Solid Waste Management B24

Engineering Standards Minimum requirements C4.2


Residential Subdivisions Multi Storey Buildings J2.4

Standard Details Roading Standard Drawings Appendix M2

Stormwater Standard Drawings Appendix M3

Standard Details Wastewater Standard Drawings Appendix M3

Water Supply Standard Drawings Appendix M4

Standard Forms Roading Standard Drawings Appendix M5

Standard Pipe Sizes Water Supply Design G1.9

Standards and Guidelines Earthworks Construction E2.2

Roading Design F1.2




Statements of Professional Opinion Earthworks / Land Development Resource Management Appendix A6 -

A9

Stormwater Engineering Standards Engineering standards C5.8

Stormwater control Earthworks Design E1.4





Stormwater Drainage Engineering Performance Criteria Engineering Performance B12

Stormwater drainage and silt control Earthworks Construction E2.6

Stormwater Main Location Stormwater Design I1.16

Stormwater Quality Stormwater Design I1.5

Stormwater Runoff Stormwater Design I1.9

Stormwater: Design Philosophy Stormwater Design I1.1

Street Lighting Roading Design F1.10

Structural design of pipes Wastewater Design H1.5


Structures: Inlet and Outlet Wastewater Construction H2.12


Subdivision and Development Minimum requirements Engineering standards C4

Sub-grades / Sub-layers Roading Construction F2.3 - F2.6

Subsoil drainage Earthworks Design E1.5

Subsoil Drains Stormwater Design I1.20

Sumps Stormwater Design I1.15

Roading Design F1.6.28

Surface Boxes Water Supply Construction G2.11

Surfacing Layers Roading Construction F2.7

SurfacingDesign Roading Design F1.8

Survey and Level marks Engineering Performance Criteria Engineering Performance B21


Telecommunications Engineering Performance Criteria Engineering Performance B19

Telecommunications Design Utility Services Cable Services K1.3

Testing Water Supply Construction G2.10

Wastewater Construction H2.15 / 2.16

Stormwater Construction I2.14 / 15

Testing for watertightness Wastewater Construction H2.16

Thrust blocks Water Supply Design G1.12

Traffic Services Engineering Performance Criteria Engineering Performance B20

Traffic Services / Furniture / Benchmarks Roading Construction F2.12

Traffic Services Design Roading Design F1.9

Traffic Signs & Markings Roading Design F1.9

Trees Roading Design F1.6.21; 2.11

Trenching Water Supply Construction G2.4



Unexpected Conditions Earthworks Construction E2.4

Urban roads: classification Roading Design F1.4

Urban Utility Services Residential Subdivisions Design J1.5

Stormwater Design J1.5.1





Wastewater Design J1.5.2

Water Supply Design J1.5.3

Other Utilities Design J1.5.4

Utility Services: General Utility Services Design K1; K2

Utility services: rural Wastewater Design J1.6.1

Stormwater Design J1.6.2

Water Supply Design J1.6.3

Other Utilities Design J1.6.4

Valve locations Water Supply Design G1.14

Vehicle Crossings Engineering Performance Criteria Engineering Performance B11


Washdown Facilities Wastewater Design H1.16


Wastewater Systems - Non-Reticulated

Areas Engineering Standards Engineering standrads C5.10

Wastewater Systems - Reticulated Areas Engineering Standards Engineering standards C5.9

Water Engineering Standards Engineering standards C5.11

Water Demand and Fire Flows Water Supply Design G1.7

Water Supply Design G1.7

Water Supply Engineering Performance Criteria Engineering Performance B15

Water Supply Pumps Water Supply Design G1.17

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